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476 Rocky Grove Ln 17-3730; NEW SFH
COUNTY OF SE MIMPACTFEESTATEMENT STATEMENT NUMBER: 18100000 DATE: February 01, 2018 % I BUILDING APPLICATION #: 18-10000085 G BUILDING PERMIT NUMBER: 18-10000085 ft n ^- OL— UNIT ADDRESS: ROCKY GROVE LN 476 21-19-30-510-0000-2790 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: 476 ROCKY GROVE LANE THORNBROOKE PH 4 LOT 279 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 FIREnRESCUEmily HopRing .00 1.000 dwl unit R // 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit SCHOOLS CO -WIDE ORD 54.00 SS gle Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKS 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 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 DATE ABOVE BUT NO LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF 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 POP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDINGUING PERMIT IS NOT ISSUED WITHIN 60 CALENDAR DAYS FROM THE DATE ABOVE O Parcel ID Number: Prepared By Kim Carter and Taylor Morrison Homes Return To : 2600 Lake Lucien Drive, Suite 350 Maitland, FL 32751 NOTICE OF COMMENCEMENT. State of Florida. County of Seminole. GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 9044 P9 256 (iP9s) CLERK'S av 2017128376 RECORDED 12/20/2017 10:04:28 AM RECORDING FEES $10.00 RECORDED BY hdevore The undersigned hereby gives notice that improvements will be made to certain real property, acid in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. Description of property : LOT 271 Legal Description: Thornbrooke Phase according to the plat thereof, as recorded in Plat Book F'I Page7o-ti/of the public records of Seminole County, Florida. Addresses °L C V ate- LG' 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: 14.v J n Asa WrightTaylorMorrisonofFloridaIn7 Sworn to and subscribed before me this by John Asa Wright who ' rsonally known to me. // Notary Public DA Clark +°` D.AFMYCOMMISSIONONAFF 209108 CERTIREDklyr'fommission expires: 6/27/19 ` * EXPIRES: June27,2019 CLERK OF Seiialft., F 09108-- No ry Signature: ?'EOFFANDCOMPTf ,, R ee' SE NOi U ORID>> 4 BY ci -- Date LE K 20 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name. Lo1279 hornbrookeSantaRos BGRN Sc,. Builder Name: TAYLOR MORRISONStr City, S p 1 FCitSlate, Zi , FL , $ Permit Office 41 3 7PermitNumber: USANFORD30 Owner: Jurisdiction: 691500DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types (2706.2 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1098.20 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1304.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 1277.00 ft 6. Conditioned floor area above grade (W) 2138 b. Knee Wall (Vented) R=30.0 27.00 ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(382.3 sqft.) Description Area a. Sup: Attic, Ret: Main, AH- Main 6 427.6 a. U-Factor: Dbl, U=0.34 287.67 ft' SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 94.67 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 42.0 SEER:15.00 c. U-Factor: N/A fl' SHGC: 13 Heating systems kBlu/hr Efficiency d. U-Factor: N/A fl' a. Electric Heat Pump 42.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 3.070 ft. Area Weighted Average SHGC- 0.312 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (1277.0 sgft.) Insulation Area EF: 0.950 a. Slab -On -Grade Edge Insulation R=0.0 1157.00 ft' b. Conservation features b. Raised Floor R=19.0 78.00 ft' None c. other (see details) R= 42.00 ft' 15. Credits Pstat Glass/Floor Area: 0.179 Total Proposed Modified Loads: 68.65 PASSTotalBaselineLoads: 68.86 1 hereby certify that the plans and specifications covered by Review of the plans and QTHE S74 , this calculation are In compliance with the Florida Energy specifications covered by this y Code. calculation indicates compliance OwiththeFloridaEnergyCode. nn,.> :•, PREPARED BY: J!T•'^"' Before construction is completed a DATE: _ - 11/30/1.7 this building will be inspected for compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. C0 WE O OWNER/AGENT: --- ---A- DATE: BUILDING OFFICIAL: -- - - DATE: M--6-0 Z'i-g'/8- Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 11/30/2017 11:48 AM EnergyGauge© USA - FlaRes2014 Section R405 4 1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot279ThornbrookeSantaRos Bedrooms: 4 Address Type- Street Address Building Type: User Conditioned Area. 2138 Lot # Owner: Total Stories: 2 Block/SubDivision: of Units: 1 Worst Case: No PlalBook: 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 J IECC Design Temp Int Design Temp Heating Design Daily Temp 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 2138 19669.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2138 19669.6 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor Main 78 W 19 0 0 1 2 Floor over Garage Main 42 ft' 19 0 0 1 3 Slab -On -Grade Edge Insulatio Main 117.6 ft 0 1157 W 0,43 0 057 ROOF Roof Gable Roof Solar SA Emilt Emilt Deck Pilch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 142811' 320 fl' 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 1277 W N N 11/30/2017 11.48 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 Knee Wall (Vented) Main 30 Batt 27 ft' 0.11 Wood 2 Under Attic (Vented) Main 30 Blown 1277 ft' 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornl-_To Wall_T.ype Space R_Value-Ft__In_Ft_in Area-R_Value_Fracbon-Absor._Grade%_ 1 N Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft' 0 0 0.6 0 3 NE Exterior Concrete Block - Int Insul Main 4.1 5 8 9 4 52.9 ft' 0 0 0.6 0 4 E Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul Main 4.1 37 6 9 4 350.0 ft' 0 0 06 0 6 S Exterior Frame - Wood Main 13 30 0 9 0 270.0 ft' 0 0.23 0.6 0 7 S Exterior Concrete Block - Int Insul Main 4.1 30 0 9 4 280.0 It" 0 0 0.6 0 8 W Exterior Frame - Wood Main 13 46 6 9 0 418.5 ft' 0 0.23 0.6 0 9 W Exterior Concrete Block - Int Insul Main 4.1 39 6 9 4 368.7 W 0 0 0.6 0 10 - Garage Frame - Wood Main 13 24 9 9 4 231.0 ft' 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 Wood Main None 39 2 10 6 8 18.9 ft' WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Vinyl Low-E Double Yes 0.34 0.31 45.0 ft' 1 ft 0 in 1 ft 0 in None Exterior 5 2 NE 3 Vinyl Low-E Double Yes 0.58 0.32 22 7 ft' 10 ft 6 in 0 ft 6 in None None 3 E 4 Vinyl Low-E Double Yes 0.34 0.31 6.0 ft' 1 ft 0 in 1 ft0 in None Exterior 5 4 E 4 Vinyl Low-E Double Yes 0.34 0.31 15.0 ft' 1 ft 0 in 1 It 0 in None Exterior 5 5 E 5 Vinyl Low-E Double Yes 0.34 0.31 9.0 ft' 1 ft 0 in 11 ft 8 in None Exterior 5 6 S 6 Vinyl Low-E Double Yes 0.34 031 30.0 ft' 1 ft 0 in 1 It 0 in None Exterior 5 7 S 6 Vinyl Low-E Double Yes 0.34 0.31 40.0 ft' 1 ft 0 in 1 It 0 in None None 8 S 7 Vinyl Low-E Double Yes 0.34 0.31 58 6 ft' 1 It 0 in 11 It 8 in None Exterior 5 9 S 7 Vinyl Low-E Double Yes 0.58 0.32 72 0 ft' 9 ft 0 in 0 ft 0 in None None 10 W 8 Vinyl Low-E Double Yes 0.34 031 45 0 ft' 1 ft 0 in 1 It 0 in None Exterior 5 11 W 9 Vinyl Low-E Double Yes 0.34 031 39.1 ft' 1 ft 0 in 11 ft 8 in None Exterior 5 11/ 30/2017 11:48 AM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 451 ft° 384 ft' 64 ft 8 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000351 1967 107.98 203.08 .3152 6 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF.8.5 42 kBlu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 42 kBlu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SelPnt 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 fP DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 427.6 ff Main 106.9 fl Default Leakage Main (Default) (Default) 1 1 11/30/2017 11:48 AM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan Heating Jan Feb H Feb j Mar IX} MarJA A r Apr Ma MayJunJulIXI Jun ri Jul X Au Au IXI SepSe JA Oct Oct Nov X}Nov I ]Dec X] DeclX} Ventin [) Jan Feb X Mar A r Ma Jun Jul Aug Se Oct X1 Nov I 1 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 Healing (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/30/2017 11:48 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* = 100 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (W) 7. Windows" Description a. U-Factor: Dbl, U=0.34 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.32 c. U-Factor: N/A SHGC. d. U-Factor. N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=13.0 1377.00 ft' b. Concrete Block - Int Insul, Exterior R=4 1 1098.20 ft' 1 c. Frame - Wood, Adjacent R=13.0 231.00 ft' 4 d. N/A R= fl' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1277.00 ft' 2138 b. Knee Wall (Vented) R=30.0 27.00 ft' Area c. N/A R= ft' 287.67 R' 11. Ducts R ft' a. Sup- Attic, Ret: Main, AH• Main 6 427.6 94.67 ft' 12. Cooling systems kBtu/hr Efficiency f 2 a. Central Unit 42.0 SEER:15.00 ft' 3.070 ft. 0.312 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0 0 1157.00 ft' b. Raised Floor R=19.0 78.00 ft' c. other (see details) R= 42.00 ft' 13. Heating systems a. Electric Heal Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant feat res. n Builder Signature: Date: a-/3 Address of New Home:? &C G rout (-a I Y_ City/FL Zip: sdvm""'""f kBtu/hr Efficiency 42 0 HSPF:8.50 Cap: 50 gallons EF: 0.95 Pstal OCgHE STgl S 0,0 pru'- ..avC a Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/30/2017 11:48 AM EnergyGauge® USA - FlaRes2014 - Section R405.4 1 Compliant Software Page 1 of 1 DEL -AIR Manual S Compliance Report Hume•M ODINIMM 18 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone. 407-333.2665 Fax: 407.333-3853 Web WWW.DEL-AIR.COM For: TAYLOR MORRISON Design Conditions Outdoor design DB: 92.5°F Outdoor design WB: 76.3°F Indoor design DB: 75.0°F Indoor RH: 50% Sensible gain: 29989 Btuh Latent gain: 5114 Btuh Total gain: 35103 Btuh Estimated airflow: 1450 cfm Job: Lot279ThornbrookeSant... Date: 6/4/2014 By: FJF Entering coil DB: 76.7°F Entering coil WB: 63.3°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Sensible capacity: 34338 Btuh 1150/6 of load Latent capacity: 5208 Btuh 102% of load Total capacity: 39546 Btuh 1130/6 of load SHR: 870/6 Design Conditions Outdoor design DB: 41.7°F Heat loss: 27337 Btuh Entering coil DB: 69.3°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Lennox Model: 14HPX-042-230-19+CBA27UHE-042-230'++TDR Actual airflow: 1450 cfm Output capacity: 39236 Btuh 144% of load Capacity balance: 30 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1450 cfm Output capacity: 8.0 kW 100% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. C wri htsoft' 2017-Nov-3011:59.18 9 Righl.Suite® Universal 2017 17.0 23 RSU24011 Page 1 ACCK . antaRosaBGRN%Lol279ThornbrookeSanlaRosaBGRN.rup Calc - MJ8 House laces N 1 DEL -AIR Component Constructions t11: • 11ttma Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333.2665 Fax 407.333-3853 Web. WWW.DEL-AIR COM For: TAYLOR MORRISON Job: Lot279ThornbrookeSant... Date: 6/4/2014 By: FJF Location: Indoor: Heating Orlando Intl AP, FL, US Indoor temperature (OF) 70 Elevation: 95 It Design TD (OF) 28 Latitude: 280N Relative humidity (%) 30 Outdoor: Heating Cooling Moisture difference (gr/lb) 1.5 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 Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int Insh, 2"x4" wood firm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16A-30ad: Knee wall, asphalt shingles roof mat, r-30 kw Ins, 1/2' gypsum board int lnsh Partitions 12C-Osw: Frm wall, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood firm, 16' o.c. stud Cooling 75 18 50 46.4 Or Area U-value Insul R Hig HTM Loss Clg HTM Gain ha Bwhar-IF 1P-•F491uh NOW Binh MOW Btuh n 225 0.091 13.0 2.58 579 2.34 527 e 398 0.091 13.0 2.58 1024 2.34 931 s 200 0.091 13.0 2.58 515 2.34 469 w 374 0.091 13.0 2.58 962 2.34 875 all 1196 0.091 13.0 2.58 3080 2.34 2803 n 47 0.201 0 5.69 265 4.35 203 ne 30 0.201 0 5.69 171 4.35 131 e 341 0.201 0 5.69 1938 4.35 1483 s 150 0.201 0 5.69 851 4.35 651 w 330 0.201 0 5.69 1875 4.35 1435 all 897 0.201 0 5.69 5102 4.35 3903 n 25 0.032 30.0 0.91 23 2.38 59 212 0.091 13.0 2.58 546 1.44 306 Windows 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl firm mat, Or innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=O 31); 1 If overhang (5 it window hi, 1 It e sep.); 6.67 ft head ht s s w all 10C-v: 2 glazing, clr low-e ouir, air gas, vnl Irm mat, clr innr, 1/4" gap, ne 1/8" thk: NFRC rated (SHGC=0.32), 10.5 it overhang (811 window hi, 0.5 it sep.); 6.67 It head ht 2A-2ov: 2 glazing, Or low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 118" thk; NFRC rated (SHGC=0.31), 1 ft overhang (3 it window ht, 1 ft sep.); 6.67 it head ht 2A-2ov: 2 glazing, cir low-e ouir, air gas, vnl frm mat, Or innr, 1/4" gap, e 1/8" thk; NFRC rated (SHGC=0.31); 1 it overhang (4.2 ft window ht, 11.67 it sep.); 6.67 ft head ht 45 0.340 0 9.62 433 12.4 560 15 0.340 0 9.62 144 35.7 536 30 0.340 0 9.62 289 12.6 378 40 0.340 0 9.62 385 12.6 505 45 0.340 0 9.62 433 35.7 1608 175 0.340 0 9.62 1684 20.5 3586 23 0.580 0 16.4 372 22.4 507 6 0.340 0 9.62 58 35.7 214 9 0.340 0 9.62 88 35.7 325 C Wr1 htsoft• 2017-Nov-3011.59.18 9 Righl-Suite® Universal 2017 17.0 23 RSU24011 Page 1 ACCA . anlaRosaBGRN%Lol279ThornbrookeSarnaRosaBGRN.rup Calc = MJ8 House laces: N 2A-2ov: 2 glazing, clr low-e ouir, air gas, vnl frm mat, clr innr, 1/4" gap, s 58 0.340 0 9.62 561 13.9 811 1/8" lhk; NFRC rated (SHGC=0.31), 1 ft overhang (6.3 If window ht, w 39 0.340 0 9.62 374 35.7 1388 11.67 R sep.); 6.67 ft head ht all 97 0.340 0 9.62 935 22.6 2199 2A-2ovd: 2 glazing, clr low-e outr, air gas, vnl Irm mat, clr innr, 1/4" s 72 0.580 0 16.4 1182 16.8 1213 gap, 1/8" thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 fl window ht, 0 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 19 0.390 0 11.0 208 12.0 227 Ceilings 16B-30ad: Attic ceiling, asphalt shingles root mat, r-30 ceil ins, 1/2" 1277 0.032 30.0 0.91 1156 1.74 2216 gypsum board int insh Floors 20P-191: Fir floor, frm fir, 12" thkns, r-19 cav ins, amb ovr 78 0.050 19.0 1.41 110 0.71 55 20P-191: Fir floor, frm fir, 12" Ihkns, r-19 cav ins, gar ovr 42 0.050 19.0 1.41 59 0.71 30 22A-Ipl: Bg floor, light dry soil, on grade depth 118 0.989 0 28.0 3291 0 0 C WI'1 htsoft` 2017-Nov-3011:59:18 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 2 anlaRosaBGRN\Lol279ThornbrookeSanlaRosaBGRN.rup Calc = MJ8 House laces N 1' DEL -AIR Project Summary Job: Lo12791rhornbrookeSant... 1 7 Date: 6/4/2014 t1EA G-11IBCO1ttWn01O110 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333.3853 Web WWW DEL-AIR.COM For: TAYLOR MORRISON Notes: RVSD 6/6/16 JA LS 6/17/16 JA LS 2115/17 JA LS 5/31/17 JA Weather: Orlando Intl AR FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 % Moisture difference 46 gr/lb Heating Summary Structure 22617 Btuh Ducts 4719 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 27337 Btuh Infiltration Method Construction quality Fireplaces Simplified Average Heating cooling Area (W 2138 213g Volume ()ft3) 22293 22293 Air changes/hour 0.41 0.21 Equiv. AVF (cfm) 152 78 Heating Equipment Summary Make Lennox Trade MERIT Model 14H PX-042-230-19 AHRI ref 10258591 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 30 OF Backup: 8.5 HSPF 42000 Btuh @ 47°F 26 0 1450 cfm 0.053 cfm/Btuh 0.30 in H2O Input = 8 kW, Output = 27292 Btuh, 100 AFUE Sensible Cooling Equipment Load Sizing Structure 22930 Btuh Ducts 7059 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 29989 Btuh Latent Cooling Equipment Load Sizing Structure 3654 Btuh Ducts 1460 Btuh Central vent (0 cfm) 0 Btuh pone) Equipment latent load 5114 Btuh Equipment Total Load (Sen+Lat) 35103 Btuh Req. total capacity at 0.75 SHR 3.3 ton Cooling Equipment Summary Make Lennox Trade MERIT Cond 14HPX-042-230-19 Coil CBA27UHE-042-230'++TDR AH R I ref 10258591 Efficiency 13.0 EER, 15 SEER Sensible cooling 31500 Btuh Latent cooling 10500 Btuh Total cooling 42000 Btuh Actual air flow 1450 cfm Air flow factor 0.048 cfm/Btuh Static pressure 0.30 in H2O Load sensible heat ratio 0.85 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Nov-30 11 59 18wrightsofft' Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 1 ACC*k anlaRosaBGRN%Lol279ThornbrookeSanlaRosaBGRN rup Calc = MJ8 House laces N DEL -AIR WIFIM • no1 armnmmro Right-JO 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: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area Entire House 2706 It 9.2 If 2434.5 02 family rm 32.0 11 9.3 It heal/cool 15.0 x 17.0 It 255.0 112 Ty Construction number U-value Bluh/It2-*F) Or HTM BIu1d112) Area (It2) 1 or perimeter (11) Load Bluh) Area (112) or perimeter (11) Load Bluh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heal cod 6 y/ L--C 12C•Osw 2A-2ov 0.091 0.340 n n 2.58 962 2.34 12,44 270 45 225 0 579 433 527 560 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 47 47 265 203 0 0 0 0 W 16A-30ad 0 032 n 0.91 2.38 25 25 23 59 0 0 0 0 1 1 Vj/ G 13A-2ocs I OC•v 0201 0 580 no ne 5.69 1641 4.35 22.38 53 23 30 0 171 372 131 507 0 0 0 0 0 0 0 0 12C-0sw 2A-2Dv 2A-M 0.091 0.340 0_34 a a g 2.58 9.62 9,62 2,34 35.73 419 6 16 398 0 0 1024 58 144 931 214 536 1483 32S 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A-2ov 0.201 0 340 a e 5.69 9 62 2.58 9.62 962 j$.70 4.35 35.73 2.34 12.61 12.61 350 9 341 0 1938 88 0 0 0 0 0 0 0 0 Vj! 12C-0sw 2A-2ov 2B-21v 0.091 0.340 0.340 s s s 270 30 40 200 53 70 515 289 385 469 378 505 0 0 0 0 0 0 0 0 0 0 0 0 V613A-2ocs 2A-20v 2A-2ovd 0.201 0,340 0_580 s s s 5.69 9.62 16,41 4.35 13.92 16.85 280 58 72 150 0 144 851 561 1182 651 811 1213 140 0 72 68 0 72 387 0 1182 296 0 1213 1 G..2A.2ov 12C•Osw 0.091 0.340 w 2.58 9.62 2.34 35.73 419 45 374 0 962 4,M 875 1608 1435 1388 0 0 159 0 0 0 0 0 0 0 690 0 y/ VLG 13A•2ocs 2A•2ov 0.201 0.340 w_ w w 5.69 9.62 4.35 35.73 369 39 330 0 1875 374 159 0 902 0 q D 12C•0sw 11DO 0.091 0.390 n 2.58 11,04 1.44 11.99 231 19 212 19 546 208 306 227 0 0 0 0 0 0 0 0 C 16B-NV 0.032 0.91 1.74 1277 1277 1156 2216 0 0 0 0 F 2OP-191 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 2OP-191 0.050 1.41 0.71 42 42 59 30 0 0 0 0 F 22A-Id Q.9W 27.99 QQQ 115@ 118 3291 0 US 6 c) AED excursion 0 224 Envelopelosstgam 17891 17643 3366 1975 12 a) Inlrllration b) Room ventilation 4726 0 1497 0 564 0 179 0 13 Internal gams: Occupants @ 230 Appliances/other 6 1380 2410 4 920 0 Subtotal (lines 6 to 13) 22617 22930 3931 3073 14 15 Less external load Less transfer Redistribution Subtotal Duct loWs 1 21% 319/. 0 0 0 22617 4719 0 0 0 22930 7059 10'/, 101/6 0 0 0 3931 393 0 0 0 3073 307 Total room bad Air required (c1m) 27337 1450 29989 1450 4324 229 3381 163 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. A Ad-wrilghtsoft' 2017-Nov-30 11:59:18 Right-Sude® Universal 2017 17 0.23 RSU24011 Page I anlaRosaBGRN%Lol279ThornbrookeSanlaRosaBGRN rup Calc - MJ8 House laces N J DEL-AIR rumolo • mo 1xlr nolmra Right-J® Worksheet Entire House DEL -AIR HEATING & AIR hone. 531 CODISCO WAY, SANFORD, FL 32771 hone. 407.333.2665 Fax 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area msir rm 29.0 11 9.3 It heat/cool 15.0 x 14.0 II 210.0 Ilz mstr bth 11.5 It 9.3 It heal/cool 1.0 x 91.0 It 91 0 112 Ty Construction number U•value Btuh/ftZ°F) Or HTM BI III Area Qhj or perimeter (II) Load Btuh) Area (flx) or perimeter (It) Load Bluh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cod 6 y/ C 12C•Osw 2A-2ov 0.091 340 n n 2.58 9.62 2.34 12,44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0201 n 5.69 4.35 0 0 00 0 0 0 0 W 16A-30ad 0.032 n 0 91 2.38 25 25 23 59 0 0 0 0 11 y/ Ci 13A-2ocs 10C•v 0.201 0.580 ne ne 5.69 16.41 4.35 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A•2ov A-M 0.091 0.340 0_34Q 0.201 0.340 0.091 0.340 0.340 a a n a a s s s 2.58 9.62 9,62 5.69 9.62 2.58 9.62 9.62 2.34 35.73 5.73 4.35 35.73 2.34 12.61 12.61 0 0 0 0 0 0 131 0 0 0 0 0 0 0 568 0 0 0 0 0 0 0 0 0 0 0 0 0 yl G, yl - 13A•2ocs 131 0 743 0 107 0 107 0 610 0 467 02A•2ov 1213-0sw 2A-2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-2ocs 2A•20v 2A-2ovd 0.201 0.340 0.580 s s s 5.69 9.62 16.41 4.35 13.92 16.85 140 58 0 82 0 0 465 561 0 355 811 0 0 0 0 0 0 0 0 0 0 0 0 0 VI/ G 12C-Osw 2A--Zov 0.091 0.340 w w 2.58 9.62 2.34 35.7.3 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 y/ C 13A-2ocs 2A•2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R D 12C-Osw 11D0 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP-191 0,050 141 0.71 0 0 0 0 0 0 0 0 F 2A_Ipl 0 27.90 0_00 210 29 812 0 91 12 322 Q. 6 c) AED excursion 65 36 Envelope losstgain 2603 1729 932 431 12 a) Infiltration b) Room ventilation 559 0 177 0 203 0 64 0 13 Internal gams: Occupants @ 230 Appliances/other 1 230 600 0 0 0 Subtotal (lines 6 to 13) 3161 2736 1135 495 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 10% 10% 0 0 0 3161 316 0 0 0 2736 274 10% 10% 0 0 0 1135 114 0 0 0 495 50 Total room load Air required (cfm) 3478 184 3010 146 1249 54 2n6] Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. vvrightsoTt- 2017-Nov3011.59:18 ACCk Right-Suile® Universal 2017 17.0.23 RSU24011 Page 2 anlaRosaSGRN\Lol279Thornbrooke5antaRosaBGRN.rup Catc = MJ8 House laces, N DEL --AIR Right-JO Worksheet MMM-°"`°"'°''° Entire House DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax. 407.333.3853 Web WWW DEL-AIR.COM Job: Lo1279ThornbrookeSantaft Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area utility 6.0 It 9.3 It heat/cool 6.0 x 6.0 It 36.0 112 pwdr 10.5 It 9.3 It heat/cool 6 0 x 5.5 11 33.0 02 Ty Construction number U-value BIuIV112-'F) Or HTM Bluh/fl2) Area (112) or perimeter (11) Load Btuh) Area (112) or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 NtI2C Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 47 47 265 203 11 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 VL{13A-2ocs 0C•v 0.201 0.580 ne ne 5.69 16.41 4.35 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2_,_2ov 0.091 0.340 0- a a O_ 2.58 9.62 9_62 569 9.62 2.58 9.62 9.62 2.34 35.73 35.73 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9 0 0 9 yl G 13A-2ocs 2A•2ov 0.201 0-W 0091 0.340 0.340 e a s s s 56 0 56 0 318 0 244 0 51 9 42 0 240 88 184 3.25 0 0 0 12C-Osw 2A•2ov 213•21v 2.34 12.61 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V613A•2ocs yl Y-C..2A.2aY 2A-2ov 2A•2ovd 0201 0 340 0.580 s s s 5.69 9.62 16.41 4.35 1392 16.85 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 0.091 0.340 w w_ 2,58 9.62 0 n 0 0 0 0 0 o 0 0 0 0 n. 0 0. y/ L-G 13A•2ors 2A-2ov 0.201 0 340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1,44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP•191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP•191 0.050 141 0.71 0 0 0 0 0 0 0 0 F 22A•Ipl 0_M 27.99 0 00 36 6 160 033 11 294 0. 6 c) AED excursion 60 7 Envelope losstgain 486 184 887 705 12 a) Inliltration b) Room ventilation 106 0 34 0 185 0 59 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 600 0 0 0 Subtotal (lines 6 to 13) 592 817 1072 763 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 10°i 1 10^i 0 0 0 592 59 0 0 0 817 82 10% 1 100 0 0 0 0 1072 107 0 0 0 763 76 Total room bad Air required (clm) 651 35 899 43 1179 63 840 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov-3011:59:18 Right-Suile4D Universal 2017 17 0.23 RSU24011 Page 3 antaRosaBGRN%Lol279ThornbrookeSaniaRosaBGRN.rup Calc = MJ8 House laces- N DEL --AIR 1QOr00. 001 cmonamra Right-JO Worksheet Entire House DEL -AIR HEATING 81 AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665 Fax. 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot 279ThornbrookeSanlaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area mslr we 0 It 9.3 11 heat/cool 3.5 x 6.5 It 22.8 02 mstr wic 011 93 II heat/cool 5.5 x 10.0 It 550 f12 Ty Construction number U-value BluNll"-•F) Or HTM BtulVll2) Area (I12) or perimeter (11) Load Bluh) Area (119 or perimeter (11) Load Bluh) Heat Cod Gross N/P/S Heal Cod Gross N/P/S Heat Cool 6 V1/ C 12C-Osw 2A-2ov 0.091 0.340 n in 2.58 9.62 2.34 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 11 y/ G 13A-2ocs 10C-v 0.201 0.580 ne ne 5,69 16,41 4.35 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2C-0sw 2A-2ov 2A-2ov 0.091 0.340 0_340 0.201 0_340 0,091 0.340 0.340 a a e a a s s s 2.58 9.62 9.62 5.69 9.62 2.58 9.62 962 2.34 35.73 95.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl i 13A-2ocs 2A_2oy 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A-20v 2B-21v 2.34 12.61 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y! L__ C, 13A-2ocs 2A•2ov 2A-2ovd 0.201 0.340 0.580 0.091 0.340 s s s w w_ 569 9 62 16.41 2.58 9.62 4.35 13.92 16.85 Z34 35.7.3 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 0 0 yy// L-G. 12C-0sw 2A:2ov 0 n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ Y_C 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C-0sw 11 DO 0.091 0.390 n 2.58 11.04 1,44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0,71 0 0 0 0 0 0 0 0 F 2OP-191 --- 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22n-tpI 0_989 27.82 94023 0 0 0 54 0 Q 6 c) AED excursion 0 0 Envelope loss/gain 0 0 0 0 12 a) Inldtration b) Room ventilation 0 0 0 0 0 0 0 0 13 Internal gains' Occupants @ 230 Appliances/other 0 0 5 0 0 5 Subtotal (lines 6 to 13) 0 5 0 5 14 15 Less external load Less Iransler Redistribution Subtotal Duct loads 10% 10% 0 0 0 0 0 0 0 0 5 0 101/ 10'/e 0 0 0 0 0 0 0 0 5 0 Total room bad Air required (clm) 0 0 5 0 1 1 0 0 5 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Nov30 11,5918 Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 4 anlaRosaBGRN\Lol279ThornbrookeSanlaRosaBGRN.rup Calc = MJ8 House laces. N DEL --AIR Right-JO Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD. FL 327711 PhND4071ON665C'Fax: 407.333.3853 Web WWW.DEL-AIR.COM Job: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions • Room area dining rm 10.0 It 9.3 It heal/cool 15.0 x 10.0 It 150.0 It2 kitchen 18.6 It 9.3 It heat/cool 10 x 305.0 It 305.0 It2 Ty Construction number U-value Btuh/IIz-*F) Or HTM BIUNI12) Area (I12) or perimeter (11) Load 01uh) Area (II or perimeter (11) Load Bluh) Heat cod Gross N/P/S Heal Cool Gross N/P/S Heat Cod 6 VN G 1 ZC-Osw 2A-2ov 0.091 0.340 n n 2.58 9_62 2.34 12.44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2 38 0 0 0 0 0 0 0 0 11 Vjl 13A-2ocs I0C-v 0.201 0.580 no ne 569 16.41 4.35 22.38 0 0 0 0 0 0 0 0 53 23 30 0 171 372 131 507 12C-Osw 2A-2ov A-2ov 0.091 0.340 Q_M a a n 2.58 9.62 9 62 5.69 9_62 2.34 35.73 35.73 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 Vjl 13A-2ocs 2A-2ov 12C-Osw 2A-2ov 2B-21v 0.201 0.340 0.091 0.340 0.340 a a 0 0 0 0 0 0 0 0 5 0 5 0 27 0 20 0 s s s 2.58 9.62 9.62 2.34 12.61 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0GGI 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.69 962 16.41 4.35 13.92 16.115 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Y_C..2A:2pv 12C-Osw 0.091 0.340 w w- 2.58 9.62 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 n. 0 0 y/ G 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 93 39 54 0 310 374 237 1388 117 0 117 0 663 0 508 0 q D 12C-Osw 11D0 0.091 0.39p n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 231 19 212 19 546 208 306 227 C 16B-30ad 0.032 0.91 1.74 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 2OP-191 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A-tpl D. 27.9.9 0.0 150 10 2130 0 305 19 0 6 c) AED excursion 498 204 Envelopeloss/gain 963 2123 2507 1494 12 a) Inlillralion b) Room ventilation 176 0 56 0 329 0 104 0 13 Internal gams: Occupants @ 230 Appliances/other 1 230 0 0 0 1200 Subtotal (lines 6 to 13) 1140 2409 2836 2798 14 15 Less external load Less transfer Redistribution Subtotal Duct loads IO% 10'/6 0 0 0 1140 114 0 0 0 2409 241 l0% 10% 0 0 0 2836 284 0 0 0 2798 280 Total room load Air requited (clm) 1254 67 2650 1281 3120 165 3078 149 Calculations approved by ACCA to meet all requirements of Manual J 81h Ed. 4__ 'Pk- wrightsof - Right -Suite® Universal 2017 17 0 23 RSU24011 2017-Nov-30 11.59.18 e 5 aniaRosaBGRN%Lo1279ThornbrookeSantaRosaBGRN.rup Cale = MJ8 House laces. N 9 DEL -AIR Right-J® Worksheet Entire House DEL -AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 one. 4071ON665 Fax 407-333.3853 Web WWW DEL -AIR COM Job: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area open to below 32.0 It 9.0 It heat/cool 15.0 x 17.0 It 255.0 IIz rm 2 26.0 It 9.0 It heat/cool 15.0 x 11.0 II 165.0 IIz Ty Construclion number U-value Bluh/Itz-F) Or HTM Bluh/lI Area (ft2) or penmeter (4) Load Btuh) Area (10 or perimeter (II) Load Btuh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 y! C 12C•Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 12,44 0 0 0 0 0 0 0 0 0 0 0 0 0 Q 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 11 y/ G 13A-2ocs tOC•v 0.201 0.580 ne ne 5.69 16.41 435 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 VU 12C-Osw 2A-2ov 0.091 0.340 0 40 a e a 2.58 962 9_62 2.34 35.73 33.73 0 0 0 0 0 0 0 0 0 0 0 0 99 0 0 99 0 0 255 0 Q 232 0 Q y/ G 13A-2ocs 2A-2ov 0.201 0 340 a a 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 E-CC 12C-Osw 2A-2ov 2B-21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 12.61 12.61 135 0 40 95 0 35 245 0 385 223 0 505 135 30 0 105 26 0 270 289 0 246 378 0 13A-2ocs 2A-2ov 2A-2ovd 0.201 0.340 0.580 s s s 5.99 9.62 16.41 4.35 13.92 1685 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy 12C-Osw 20v 0.091 0.340 w w_ 2.58 9.62 2.34 35.7.3 153 n 153 0 394 e 359 0-0-0 0 0 0 0 0 y/ G 13A•2ocs 2A-2av 0.201 0.340 w w 569 9.62 435 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 1tD0 0.091 0.390 n 2.58 11.04 1.44 1t.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 255 255 231 443 165 165 149 286 F 201P491 0.050 1,41 0.71 0 0 0 0 0 0 0 0 F 20P491 0.050 1.41 0.71 0 0 0 0 0 0 0 0 F 22A tp 0_Wg 27.99 Q_QQ 0 0 0 0 0 0 Q Q 6 c) AED excursion 88 67 Envelope loss/gain 11254 1440 963 1076 12 a) Infiltration b) Room ventifalion 544 0 172 0 442 0 140 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1799 1613 1406 1216 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 38-/- 1 58-/- 1 0 0 0 1799 685 0 0 0 1613 943 38-/- 1 58% 0 0 0 1406 535 0 0 0 1216 711 Total room load Air required (cfm) 2484 132 2556 124 1941 103 1928 93 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Nov-30 11.59.18 A Righl-Suite® Universal 2017 17 0 23 RSU24011 Page 6 anlaRosaBGRN\Lol279ThornbrookeSanlaRosaBGRN.rup Calc n MJ8 House laces N DEL --AIR wane • 1a armmmmro Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CPFax: 531CODISCOWAY, SANFORD, FL 32771 hone 407-333-2665 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area bih 2 8. 0 It 9. 0 11 heat/cool 60 x 8.0 It 48. 0 112 bth 3 120 It 90 II heal/cool 60 x 120 11 72. 0 112 Ty Construction number U- value Bluh/ Il2-*F) Or HTM Btuh/ Il2) Area ( 112) or perimeter (II) Load Btuh) Area ( 112) or perimeter (fl) Load Bluh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 VN G 12C- 0sw 2A• 2ov 0. 091 0. 340 n n 2. 58 962 2. 34 12. 44 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W t6A-30ad 0.032 n 0.91 2.38 0 0 0 0 0 0 0 0 11 y/ G 13A- 2ocs 10C• v 0201 0 580 ne ne 5. 69 16, 41 4. 35 2238 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- 0sw 2A- 2ov 2A- 29v 0. 091 0, 340 0_ 340 a a p 2. 58 9. 62 9_ 62 2. 34 35. 73 5. 73 72 6 Q 66 0 0 170 58 0 155 214 0 108 0 0_ 108 0 9 278 0 0 253 0 0 y/ 13A-2ocs 2A- 2ov 0. 201 0, 340 a a 5. 69 9. 62 4. 35 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- 0sw 2A- 2ov 2B- 21v 0. 091 0. 340 0. 340 s s s 2. 58 9. 62 9. 62 2. 34 12. 61 12. 61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 2ocs 2A- 2ov 2A- 2ovd 0. 201 0. 340 0. 580 s s s 5. 69 9. 62 1641 4. 35 13. 92 16. 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G.. 2A 12C- Osw 2ov 0. 091 0. 340 w w_ 2. 58 9. 62 2. 34 35J3 0 0 0 0 0 0 0- 0-0-0. 0 0 0 0 n y/ G 13A- 2ocs 2A- 2ov 0. 201 0. 340 w w 5. 69 9. 62 4. 35 35. 73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R D 12C• Osw 11DO 0. 091 0. 390 n 2. 58 11. 04 144 1t. 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 1613-30ad 0 032 0.91 1 74 48 48 43 83 72 72 65 125 F 2OP-191 0.050 1.41 071 0 0 0 0 0 0 0 0 F 2OP-191 0,050 1.41 071 0 0 0 0 0 0 0 0 F 22A•Ipl Q 27.99 0, Q 0 0 0 0 0 0 0 6 c) AED excursion 4 30 Envelope loss/gain 271 448 343 348 12 a) Infiltration b) Room ventilation 136 0 43 0 204 0 65 0 13 Internal gains. Occupants @ 230 Appliances/ other 0 0 0 0 0 0 Sublotal ( lines 6 to 13) 407 492 548 413 14 15 Less external load Less transfer Redistribution Subtotal Duct bads 381/6 w/, 0 0 0 407 155 0 0 0 492 287 381/6 1 58% 0 0 0 548 209 0 0 0 413 241 Total room load Air required (c1m) 11 562 30 779 38 756 40 654 32 Calculations aDDroved by ACCA to meet all reauirements of Manual J 8th Ed. AC- Fk- wrightsoft- 2017-Nov-3011 59:18 C: A Righl-Suite® Universal 2017 17 0.23 RSU24011 Page 7 andaRosaBGRN\ Lol279ThornbrookeSanlaRosaBGRN rup Calc = MJ8 House laces: N 1DEL-AIRHIMM • mn Ixtmnamw Right-JO Worksheet Entire House DEL -AIR HEATING 8r AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax 407-333-3853 Web WWW DEL-AIR.COM Job: LoWffhornbrookeSantaft Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 4 33.0 It 9.0 It heat/cool 1.0 x 161.8 It 161.8 112 rm 3 wic 4.0 It 9.0 It heal/cool 4,0 x 5.0 It 20.0 112 Ty Construction number U-value Btuh/117LeF) Or HTM letuh/119 Area (II2) or perimeter (11) Load Btuh) Area (Its) or perimeter (11) Load Bluh) Heal Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VN Y--( 12C•Osw 2A•2ov 0.091 0.340 n n 2,58 9.62 234 12.44 126 30 96 0 247 289 225 373 36 0 36 0 93 0 84 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-:Mad 0.032 in 0.91 2.38 0 0 0 0 0 0 0 0 11 y/ G 13A•2ocs 10C•v 0.201 0.580 no no 5.69 16.41 435 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U12C- Osw 2A-2ov A-Zw 0.091 0.340 Q40 a a a 2.58 9.62 9_62 5.69 9.62 2.34 35.73 95.73 4.35 35 73 108 0 15 0 0 93 0 0 240 0 144 218 0 536 0 0 0 0 0 0 0 0 Q 0 0 0 y/ C 13A-2ocs 2A•2ov 0201 0 340 a a 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A•2ov 2B-21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 12.61 12.61 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ I G 2A:20v 13A-2ocs 2A•2ov 2A•2ovd 12C-0sw 0.201 0.340 0_580 s s s 5.69 9.62 16.41 4.35 13.92 16_85 2.34 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0,091 w w_ 2.58 9.62 63 0 63 0 162 0 148 0 0 0 0 0 0 0 0 y/ G 13A•2ocs 2A•2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q D 12C-Osw 11 DO 0.091 0.390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 091 1.74 162 162 146 281 20 20 18 35 F 20P-191 0.050 1.41 0.71 78 78 110 55 0 0 0 0 F 20P-191 0.050 1.41 0.71 29 29 41 21 9 9 13 7 F 22An-I0 0-989 27.E UQ 0-- o o M o- o o Q 6 c) AED excursion 138 10 Envelope loss/gam 1379 1718 124 116 12 a) Inlillralion b) Room ventilation 561 0 178 01 68 0 22 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1941 1896 192 137 14 15 Less external load Less Iransler Redistribution Subtotal Duct loads 38"/0 58% 0 0 0 1941 739 0 0 0 1896 1109 38% 58% 0 0 0 192 73 0 0 0 137 80 Total room load Air required (clm) 2680 142 3005 145 1 265 14 217 11 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fp- wrightsoft- 2017-Nov-3011:59:18 AZcA Right -Suite® Universal 2017 17.0 23 RSU24011 Page 8 antaRosaBGRN1Lol279ThornbrookeSanlaRosaBGRN rup Calc . MJ8 House laces: N 1 DEL -AIR Right-J® Worksheet MAM- Entire House DEL -AIR HEATING & AIR 01ON6531CODISCOWAY, SANFORD. FL 3277111hhone 65 Fax, 407.333-3853 Web WWW.DEL-AIR COM Job: Lot 279ThornbrookeSantaft Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area rm 3 24.0 It 90 1t heal/cool 12.0 x 12.0 11 144.0 112 loll 10.5 It 9.0 It heaVcool 15.0 x 10.5 11 157.5 W Ty Construction number U-value Bluh/112- •F) Or HTM BIu1V112) Area (112) or perimeter (It) Load Btuh) Area (119 or perimeter (it) Load Bluh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 V1/ C 12C•Osw 2A-2ov 0.091 Q. n n 2.58 9.62 2.34 12.44 t08 15 93 0 240 144 218 187 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 n 5.69 4.35 0 0 0 0 0 0 0 0 W 16A-30ad 0.OM n 0.91 2.38 0 0 0 0 0 0 0 0 11 y/ C 13A•2ocs 0C•v 0.201 0.580 ne ne 5.69 16.41 4.35 22.38 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A-2ov 2A-2ov 0.091 0.340 0340 0.201 0_340 0.091 0.340 0.340 a a a a e s s s 2.58 9.62 962 5.69 9_62 2.58 9.62 2.34 35.73 95.73 4.35 95.73 2.34 12.61 12.61 0 0 Q 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Q. y/ C 13A-2ocs 2A•2ov 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C-Osw 2A•2ov 2B-21v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 v I-C f 13A-2ocs 2A-2ov 2A•2ovd 0.201 0 340 0.580 s s s 9.62 5.69 9 62 16.41 4.35 13.92 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ 1--G. 12C-Osw 2A:2ov O.6F1 0.3.40 w w_ 2.58 9.62 2F34 35.73 108 15 93 0 240 218 536 95 30 65 0 166 289 151 072 Vjl C' 13A•20cs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 1 D 12C-Osw 11D0 0.091 P. n 2.58 11.04 144 it, 99 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.91 1.74 144 144 130 250 158 1 143 273 F 2OP-191 0.050 1.41 0 71 0 0 0 0 0 0 0 0 F 2OP•191 0.050 1.41 0.71 3 3 4 2 0 0 0 0 F 22A-Id 0_089 27.99 09 0 0 0 0 0 0 0 6 c) AED excursion 94 379 Envelopeloss/gam 902 1504 597 1876 12 a) Infiltration b) Room ventilation 408 0 129 0 179 0 57 0 13 Internal gains: Occupants @ 230 Appliances/other 0 0 0 0 0 0 Subtotal (lines 6 to 13) 1311 1634 776 1932 14 15 Less external load Less transler Redistribution Subtotal Duct loads 381% 1 589/6 0 0 0 1311 499 0 0 0 1634 956 38% 589% 0 0 0 776 296 0 0 0 1932 1130 Total room Ioad Air required (cfm) 1810 96 2589 125 1072 57 3062 148 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoTt' 2017-Nov-3011:59'18 AC;tk Right•Suite® Universal 2017 17.0 23 RSU24011 Page 9 anlaRosaBGRN\Lol279Thornbrooke$antaRosaBGRN.rup Calc = MJ8 House laces N DEL --AIR rua..r. -.- COMMI IUMM Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333.2665 Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot279ThornbrookeSantaRo... Date: 6/4/2014 By: FJF 1 2 3 4 5 Room name Exposed wall Room height Room dimensions Room area stairs 3.5 If 9.0 It heat/cool 1.0 x 253.5 It 253.5 f12 Ty Construction number U-value BluWll2-*F) Or HTM BluWfig Area (112) or perimeter (fl) Load Bluh) Area or perimeter Load Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heal Cool 6 t-C 12C•Osw 2A•2ov 0.091 0.340 n n 2.58 9.62 2.34 12.44 0 0 0 0 0 0 0 0 W 13A-2ocs 0201 n 5.69 4.35 0 0 0 0 W 16A-30ad 0.032 n 0.91 2.38 0 0 0 0 11 yJ G 13A-2ocs IOC•v 0.201 0.580 ne ne 5.69 16.41 4.35 22.38 0 0 0 0 0 0 0 0 V612COsw 2A-2ov 2A-2ov 0 091 0 340 0334 a a e 2.58 9.62 963 2.34 35.73 35.73 32 0 0 32 0 0 81 0 0 74 0 0 vj/ s 13A-2ocs 0.201 0.340 a a 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 lC 2A•2ov 12C-0sw 2A•2ov 2B•21v 0.091 0.340 0.340 s s s 2.58 9.62 9.62 2.34 IZ61 12.61 0 0 0 0 0 0 0 0 0 0 0 0 Vy L G y/ L-G..2A.2ov 13A-2ocs 2A-2ov 2A•2ovd 12C-Osw 0.201 0.340 0.580 s s s 569 962 16.41 4.35 13.92 16.85 0 0 0 0 0 0 0 0 0 0 0 0 0.091 0.340 w w_ 2.58 9.62 2.34 J.3 0 0 0-0-0 0 0 y/ Y_C 13A-2ocs 2A-2ov 0.201 0.340 w w 5.69 9.62 4.35 35.73 0 0 0 0 0 0 0 0 q L-D 12C-Osw 11 D0 0.091 0 390 n 2.58 11.04 1.44 11.99 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.91 1.74 254 254 230 440 F 2OP-191 0.050 1,41 0.71 0 0 0 0 F 2OP-191 0 050 1.41 0.71 0 0 0 0 F 22A-td 0_2@4 27.99 9.00 0 0 Q 0 6 c) AED excursion 36 Envelope loss/gain 311 478 12 a) Infiltration b) Room ventdalion 60 0 19 0 13 Internal gains. Occupants @ 230 Appliances/other 0 0 0 Subtotal (lines 6 to 13) 3701 497 14 15 Less external load Less transfer Redistribution Subtotal Duct loads 389/e 58% 0 0 0 370 141 0 0 0 497 290 Total room load Au required (clm) 511 27 787 38 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigF.tSoTt" Right-SudeO Universal 2017 17 0 23 RSU24011 20t7-Nov-30 Pageage 10 anlaRosaBGRN\Lol279ThornbrookeSanlaRosaBGRN rup Cale = MJ8 House laces N RDEL-AIR Duct System Summary HUMB-0MCOND"10NTM0 Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax 407-333-3853 Web: WWW DEL -AIR COM For: TAYLOR MORRISON Job: Lot 279ThornbrookeSant... 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 0.147 in/100ft 0.147 in/100ft Actual air flow 1450 cfm 1450 cfm Total effective length (TEL) 163 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk b1h 2 c 779 30 38 0.308 4.0 Ox 0 VIFx 8.0 70.0 b1h 3 h 756 40 32 0.293 4.0 Ox 0 VIFx 12.0 70.0 dining rm c 2650 67 128 0.180 6.0 Ox 0 VIFx 41.3 92.0 st2 family rm h 4324 229 163 0.165 8.0 Ox 0 VIFx 53.7 92.0 st2 kitchen h 3120 165 149 0.190 8.0 Ox 0 VIFx 34.6 92.0 st2 loll c 3062 57 148 0.239 7.0 Ox 0 VIFx 15.5 85.0 SO mstr b1h h 1249 66 26 0.155 5.0 Ox 0 VIFx 48.0 107.0 st3 mstr rm h 3478 184 146 0,147 9.0 Ox 0 VIFx 55.9 107.0 st3 mslr we c 5 0 0 0.152 4.0 Ox 0 VIFx 50.5 107.0 st3 mslr wic C 5 0 0 0.156 4.0 Ox 0 VIFx 46.4 107.0 st3 open to below h 2484 132 124 0.217 8.0 Ox 0 VIFx 25.5 85.0 SO pwdr h 1179 63 41 0.182 5.0 Ox 0 VIFx 39.6 92.0 st2 rm 2 h 1941 103 93 0.282 7.0 Ox 0 VIFx 15.0 70.0 rm 3 c 2589 96 125 0.212 6.0 Ox 0 VIFx 28.0 85.0 SO rm 3 wic h 265 14 11 0.216 4.0 Ox 0 VIFx 26.1 85.0 SO rm 4 C 3005 142 145 0.264 7.0 Ox 0 VIFx 20.8 70.0 stairs c 787 27 38 0.309 6.0 Ox 0 VIFx 7.6 70.0 utility c 899 35 43 0.181 4.0 Ox 0 VIFx 40.3 92.0 st2 wri htsoft' 2017-Nov-3011:59:20 9 Righl-Suile® Universal 2017 17.0.23 RSU24011 Page 1 ACrA...aniaRosaBGRN%Lol279ThornbrookeSaniaRosaBGRN rup Calc = MJ8 House laces. N Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk SO Peak AV 299 407 0.212 519 12.0 0 x 0 VinlFlx s13 Peak AV 251 172 0.147 460 10.0 0 x 0 VinlFlx st2 st2 Peak AV 809 697 0.147 579 16.0 0 x 0 VinlFlx Name Grille Size (in) Htg cfm) Clg cfm) TEL it) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rbi Ox 0 1450 1450 0 0 0 0 Ox 0 VIFx wri htsoft' 2017-Nov-3011:59:20 9 Righl-Suile® Universal 2017 17 0 23 RSU24011 Page 2 ACCP.... anlaRosaBGRN%Lo1279ThornbrookeSanlaRosaBGRN.rup Calc = MJ8 House laces' N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot279ThornbrookeSantaRosaBGRN Builder Name: TAYLOR MORRISON Street. Permit Office: City, State, Zip: FL, Permit Number: Owner: Jurisdiction. 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11/30/2017 11:48 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 D This checklist D 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, a -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). O Energy Performance Level (EPL) Display Card (one page) 0 Mandatory Requirements(three pages) Required prior to CO for the Performance Method: O Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) D A completed Envelope Leakage Test Report(usually one page) O If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) 11/30/2017 11:47:24 AM EnergyGauge® • USRCSB v5.1 Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lot279ThornbrookeSantaRosaBGRN Builder Name: TAYLOR MORRISON Street: Permit Office: City, Stale, Zip: FL, Permit Number: Design Location: FL, Orlando Jurisdiction. 691500 Cond. Floor Area:: 2138 sq ft. Cond. Volume: 19670 cu ft. Envelope Leakage Test Results Regression Data: C: n: R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): E LA: EgLA: ACH: ACH(50): SLA: R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing. 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the lest, 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: 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. PRINTED NAME: BUILDING OFFICIAL: DATE: - DATE: 11/30/2017 11:48 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. O 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. O 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 vent' 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 light -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 fool (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2 6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate healing and cooling system. D 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 healing load. 0 R403.2.2 Sealing (Mandatory)NII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7 2 of the Commercial Provisions of this code and shall be shown to meet duct lightness 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 lest: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feel (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 lest Rough -in test- Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code 11/30/2017 11.48 AM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 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. 0 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 Y, inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 0 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 of. 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 0 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 staled 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 healing systems should meet the following criteria: 1. Be installed with a till angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 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. 0 R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 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 healing and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6. or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/30/2017 11:48 AM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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 healing 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. O 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. p 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 557, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 407. D 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. Heal 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 verity 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 healers 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. O 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 D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed 11/30/2017 11:48 AM EnergyGauge® USA - FlaRes2014 - Section R405 4 1 Com Page 3 of 3 O 4— n A s c N O l P S 5. 0 S O 1 CA 11 II 1IIII 1 II1I 11 11 3 4 BUILDER: TAYLOR MORRISON PLAN : MANCHESTER LOT LOT 279 SUBDIVISION TH RNBRO KE DATE: 6/4/2014 DRAWN BY: FJF n O P y a g O Y ins tit wn W W NOTES I WTND0WHElGKq R wl+oawuu4urs N iqe u 4 0 + gas I 1 ga 1 6• j a% III REVISIONS Dcl Alr DATE BY Heatinq, Alr Ccndltiaunq 3 Refrloeration.Inc. 6 / 6 / 16 JA 109 Commerce Street 6/17/1 JA %itc 1101 15 / 17 JA L.4,c Mara FI. 32746-6206 5 / 31 / 17 1 JA Phaw: 407-8312665 11/30/17 JA Fax:407 333-3853 TAYLOR MORRISON HOMES THORNBROOKE S.F. LOT 279 HOUSE TYPE: SANTA ROSA W OPT LAV BATH 3 2N0 FLOOR BATH 2 I • L BATH 3 ... M O 3" WASTE STACK FROM 2ND FLOOR TERMINATING TO THE 1ST FLOOR 0 C J 0 o 3" WASTE STACK FROM INO FLOOR TERMINATING TO THE 1ST FLOOR KITCHEN MASTER BATH sI W.M. POWOER i ! BATH TAYLOR MORRISON HOMES THORNBROOKE S.F• LOT 279 ! HOUSE TYPE: SANTA ROSA W OPT LAV BATH 3 ' 1ST FLOOR DESCRIPTION AS FURNISHED: Lot 279, 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 RECORD COPY LOT 280 LOT 315 LOT 316 LOT 317 N 00014'55" W 40.00' I C ts0 N 00014' 55" W (B.e.) 40.00' ROCKY GROVE LANE 50' R/W) TRACT I U17UTY do ACCESS R/W PROPOSED FINISHED SPOT GRADE ELEVATION PER DRAINAGE PLANS BUILDING SETBACKS: v`- PROPOSED DRAINAGE FLOW FRONT 25' LOT GRADING TYPE A REAR a 15' PROPOSED F.F. PER PLANS a 23.6' SIDE - 5.0' SIDE CORNER = 10' PROPOSED GRADE PER CONSTRUCTION PLAN ++ s.00' n LOT 278 IIHHHHH s Ok to construct single family home with setbacks and impervious area shown on plan. 4?-q "/, rimp, Saxil ct RQSaL - 8 , Gc;L 1' 1 14.30' PLOT PLAN ONLYA% . NOT A SURVEY) ' LVN 4,OVU W r 1. LIVING a 1,207 SO.FT. GARAGE 400 SOFT. ENTRY 74 SOFT. LANAI a 128 SOFT. BREEZEWAY a N/A SO.FT. DRIVEWAY a 403 SOFT, A/C PAD 9 SOFT. WALKWAY 76 SOFT. IMPERVIOUS= 47.9 X 2,298 SO.FT. SOD 9 509 SOFT. R/W - 440 SSOFT. I APRONa110OFT. SIDEWALK = 200 SOFT. SOD = 130 SO.Fr. OPOSED INFORMATION SHOWN wccn a I Z4V ay.r 1. RASED ON SUPPLIED PLAN DRIVEWAY a 513 SOFT. 1N0/ OR INSTRUCTIONS PER SIDEWALK 276 SO.FT. XIENT( NOT FIELD VERIFIED) SOD = 2.632 SOFT. 61 USE'NMEM? -SCOTT ASSOC, INC. - LAND SUR VE'YORSI.. LCGEND - LEGEND 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658— I436 PLATPOL. POINT ON LINE NOTES. r 1P. FIELD IRONPIPE TV. PAT- TY WAL POINTOrREVERSE CIRVATURC 1. THE UNDLRSIGNLO DOES HLREVr COMFY THAT THIS SURVEY MEETS THE STANDARDS Or PRACTICE SET FORTH BY THE FLORIDA BOARD Or IR. CJlIRO! ROD COfHCRLTC M[DRMENT Ili. RAILPOINT Or COIIOIAND CURVATURE RADIAL PROFESSIONAL SUNVrMRS AND MAPPERS IN CHAPTER 3T-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO 4CC110N 472.027. FLORIDA STATUES SET IA t/2' IX, •/OLD 4396 AIR. RADIAL 2. UNLESS EMBOSSED IWTH SURVEYORS SIONATURE AND ORIGINAL RAISED SEAL TNW SURVV MAP OR COPILS'ARE NOT VAUO REC. RCCOV[R[D VP. VITNESS POINT VITJ. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR THERE MAr BE OINSR RCSTRICmNS RILL P= POINT Di DEGOMINO POINT Or COMNENC[MCM CALL, RIMCALCIAATCD OtNAHENTREFERENCE HDxLMff OR CASEMENTS TAT AFFECT THIS PROPERTY. 4. NO UNDCNCROUND DIPROVEMEMS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. it CENTERLINE ff. FINISHED FLOOR ELEVATION 0. THIS SURVEY a PREWCD FOR THE SOLE WANT OF THOSE CERTIFIED TO AND SHOULD NOT 8E RELIED UPON BY ANT' OTHER Limn. •_ AD NAIL L DISK DSL BxWILDING SETBACK LINE DENOINARK 0. OWENS*NS SHOWN FOR THE LDd1ION Or WPAOVEIENTS HEREON SHOULD N07 BE USED TO RECONSTWXY BOUNDARY LINES R/ V RIm1T-OF-VAY D, i DASE DEARIHO 7. BEARPsO , ARE BASED ASSIARD cAnW AND ON 111E LINE WOW AS SW DE'ARING (B.0.) IRA DR DRAINAGE0. LTEVATICAM IF SHOWN. ARE BASED ON NATIONAL GEODETIC DATUM Or 19". WILMS OTHOMLSE NOTED. VTIL. UTILITY P. COMFICATC Or AU"W17A 10N NA. 4508 CLFC. • CHAIN LINK FENCE vOrr • VOOD /[NC[ us DLOCK WPL •POINT or RVATIAE P. T. • POINT OF TANGS CI DESC. DESCRIPTION R • RADIUS L . ARC LCNGTH D • DELTA C. S. CHORD TEARING NORTH THIS BUILDING/PROPERTY OOES.NOT UE WITHIN THE ESTABUSHED 100 YEAR FLOOD PLANE AS PER nRM' ZONE X' MAP / 12117C 0055 F. CERTIFIED BY. TO GRUSEN R, R. S. 1 4714 W. SCOTI. R.L.S 1 4801 I SCALE I— 1' . 20' I DRAWN BY: ••• 112 JD - PLOT PLAN 12-04-207 5398-17 STATE CERT .LIC EC13003715 ELECTRICAL SERVICES, INC. HOLDER: JOSEPH STRADA 3400 St Johns Pkwy STRADAN NEC 2011/FBC 107 SANFORO.FL 877.906-1113 ELECTRIC • SECURITY ELECTRICAL LOAD CALCULATIONS MODEL: SANTAROSA BUILDER TAYLOR MORRISON SUBDIVISON VOLT/AMPS LARGESTLOAD HEAT PUMPS W/SUPPLEMENTALHEAT 9418 Includes Heat Pump and Heat Strips on together @100%. Square feet living areal 2138 3 volVam s 6414 Small Appliance Circuits 3 4500 Laundry Circuit 1 1500 Dishwasher 1 1500 Water Heater 1 4500 Range 1 8000 Oven 0 Cooktop 0 Microwave 1 1100 Dryer 1 5000 Disposal 1 500 Pool 0 misc misc TOTAL OTHER LOAD FIRST 10KVA@100% 10.000 REMAINDER @ 40% 9206 LARGESTLOAO 9418 TOTAL LOAD I 28 624 V.A./ SIZE RECOMMENDED 1 150 SERVICE SIZE: 240VOLTS= 1 119 71 MINIMUM PER 150 NEC 33014 TON OTY KW 2 4032 10000 6500 0 2.5 5040 10000 6500 0 3 5280 10000 6500 0 3.5 6168 8000 5200 0 4 6888 8000 5200 0 5 10 KW SETUP 8160 10000 6500 0 0 3.563333 1 AC EP1 35.5 12 2.956333 TON OTY KW 1.5 2990 5000 3250 0 2 4032 5000 3250 0 2.5 5040 5000 3250 0 3 5280 5000 3250 0 3.5 1 6168 5000 3250 9418 4 6888 5000 3250 0 5 5 KW SETUP 8160 5000 3250 0 9418 00 PREWI S l]TY AMPS 30 240; 60 240 100 240, Note: This Load Cale is base on the information provided by the builder. The recommended service size will be installed leaving sufficient usage for future homeowner PO r'r'I 0 b G DEARW6 HE16HT 56HEDULE 30-0-0 a: cac u II I l u u 11 u l U CIA Ta M1 I u u C3R CSR9S. II w I I II Lv'U ull If- OR t1Q CSR cp CS) M1 CIA 0 T08 T09 T10 m TII m N cuCll T10 T09 T08IT12 CD_ m T13 9 C5R OR Imil I IR m M1 T13 P> P T14 1- TIS II I II WII II T16U. I II I m m m CIA C3R jh a: Ln u LLI-I I yvs C38 ( _ ull , 1 I R cp 100 fL cp10 N 11 II II II 11 H u 11-8-0 u 2-8-0 15-8-0 30-0-0 30-0-0 RECORD COPY 14-0-0 1640 II II II II II II 1 II_ ii VA ri ii i I I I I I 1' 1 1 1 1 1 I I 1 1 I I 1 1 I I 1 1 1 1 1 oil i i u I !I I II II 11 II fl I 5-0-0 3-8-0 u 21-4-0 u 30-0-0 OJ-DING SANFORD OFPAR 31 -3130 NOTES: L) REFER TO HID 41(RECOMMENDATION5 FOR HAODLNG INSTALLATION MID TEMPORARY DRACIN6 REFER TO ENGINEERED PRAWIN66 FOR PERMANENT ORACIN6 REaQREO 2.) ALL TRUSSES (WALVIN6 TRU%E5 LIVER VALLEY FRAMM) MUST OE COMPLETELY DECKED OR REFER TO DETAIL V05 FOR ALTERNATE DRACM REORREMENTS. 5) ALL VALLEYS ARE TO DE CONVENTIONALLY FRAMED DY WIDER 4 ) ALL TRUSSES ARE DE516NE0 FOR 7 or MAXILM SPACIN(. L14LE% OTHERWI5E NOTED. 5) ALL WALLS SHOWN ON PLACEMENT PLAN ARE CON510ERED TO DE LOAD DEARN6, UNLESS OTHERWISE NOTED. 6) 5Y42 TRU55E5 MUST DE MTALLEO WITH THE TOP DEIN6 UP 7.) ALL ROOF Tft% HANGERS TO DE S(MPSON NTU26 UIIESS OTHERWISE NOTED. ALL FLOOR TRU55 RAKERS TO DE SIMPSON TRAM UNLESS OTHERWISE NOTED D) DEAMMEADERILNTEL (109) TO OE FURM%ED OY DULDER SHOP DRAWING APPROVAL M LAYOUT 15 THE SOLE SME FOR FADRICATION OF Mh%S AIOVMS ALL PREVIOUS AROITECTUM OR DIV TOM LAYOUTS REVIEW AND APPROPAL OF INS LAYOUT Nhf DE RECEIVED WORE ANY IMES ILL DE DOLT VEOFY ALL 4O01fNN5 TO INN AfiWf OWES THAT VI L RESULT IN EXTRA CIURKS TO YOU. Oypw .4 Od.u1 0.0 AM-4 4 Ow Builders FirstSource Orlando PNONE 407-851-2100 FAX 407-051.7111 Plant City PH0NE.913,•75Q-15Q51 FAX. 815-752-1552 LE• Taylor Morrison Homes A. Santa Rosa B Lanai ICHVHSS fill ION TB Lot 279 MOT: dot: 12-4-17 Terry 6'IBuiklemFlrstSoume RECORD COPY 11501 Ryland Court Orlando, FL 32824 Project Information: Builder: Taylor Morrison Homes Model: Santa Rosa Builders FirstSource Job N: 1281552 Lot: 279 Subdivision: Thombrooke County: Seminole Building Code: FBC2014/TPI2007 Computer Program Used: Truss Design Information: Gravity Loads Wind Roof: 45 psf Total Wind Standard: ASCE 7-10 Floor. 55 psi Total Wind Speed: 140 mph Mean Roof Ht. 25 ft Exposure: C Note: Refer to individual truss design drawings for special loading conditions, design criteria, truss geometry, lumber, and plate information. Design Professional Information: Design Professional Of Record: License N Delegated Truss En 'neer: Robert W. Wall 24710 SR54 Lutz Florida 33559 License N : 46021 oe'plT W. y,'4 Q`'•?GE~sF 4 l This truss specification package consists of this index sheet and 54 truss design drawings. This si ed and sealed index sheet indicates acce tance of m rofessional en ineeringnPYPg gor rturresponsibilitysolelyforIrstedwssdesigndrawings. The suitabrliry and use ofeach truss component for any particular budding is the responsibility ofthe building designer persipvatTPI.an. as BCSANFORD 12/04/2017 17_573 Truss Truss Drawing Seal Truss Truss Drawing Seal Truss Truss Drawing Seal N Label N Date N Label N Date N Label N Date 1 C1A 1281552001 12/4/2017 31 HJ2 1281552031 12/4/2017 2 C3A 1281552002 12/4/2017 32 HJ5 1281552032 1214/2 117 3 C313 1281552003 12/4/2017 33 HJ7 1281652033 12/4/2017 4 C5A 1281552004 12/4/2017 34 T01 1281552034 12/4/2017 5 CJ1 1281552005 12/4/2017 35 T02 1281552035 12/4/2017 6 CJ3 1281552006 12/4/2017 36pl 1281552036 12/4/2017 7 CJ5 1281552007 12/4/2017 371281552037 12/4/2017 8 VA 1281552008 12/4/2017 381281552038 12/4/2017 9 EJ5 1281552009 12/4/2017 391281552039 12/4/2017 10 EJ7 1281552010 12/4/2017 401281552040 12/4/2017 11 F01 1281552011 12/4/2017 411281552041 12/4/2017 12 F02 1281562012 12/4/2017 421281552042 12/4/2017 13 F03 1281552013 12/4/2017 43 T10 1281552043 12/4/2017 14 F04 1281552014 12/4/2017 44 T11 1281552044 12/4/2017 15 F05 1281552015 12/4/2017 45 T12 1281552045 12/4/2017 16 F06 1281552016 12/4/2017 46 T13 1281552046 12/4/2017 17 F07 1281552017 12/4/2017 47 T14 1281552047 12/4/2017 18 F08 1281552018 12/4/2017 48 T15 1281552048 12/4/2017 19 F09 1281552019 12/4/2017 49 1 T16 1281552049 12/4/2017 20 F10 1281552020 12/4/2017 50 T17 1281552050 12/4/2017 21 F11 1281552021 12/4/2017 51 T18 1281552051 12/4/2017 22 F12 1281552022 12/4/2017 52 Vol 1281552052 12/4/2017 23 F13 1281552023 12/4/2017 53 V02 1281552053 12/4/2017 24 F14 1281552024 12/4/2017 54 V03 1281552054 12/4/2017 25 F15 1281552025 12/4/2017 26 FG1 1281552026 12/4/2017 27 FG2 1281552027 12/4/2017 28 FG3 1281552028 12/4/2017 29 FG4 1281552029 12/4/2017 30 1-17A 1281552030 12/4/2017 2002Page1of10BuildersFirstSource, Inc. Job ruse Truss Type TBO279 CIA Jack -Open 16 1 Job Reference tonal BulderS FtrstSCUM. Tan", Mara Gly, FWnCB 33566, JOSnua Bry8m nun: i a..rru s r.u+ my r v zui a "m: r.O+v a nvv ry [v r a m rgn vry wm, m. W w v v+ i"626 x —" r e e ID0837CakNCJU5ySDIOmCDdrydllm-OR6iaLaSwODyuzle1433g6b3P7S1awRIM?KNyC X 1.0-0 1-0.0 1.0-0 + 1.0.0 Scale .1 S.9 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 VeA(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Ma n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight: 5 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 3= 11/Mechanical, 2=159/0-8-0 (min. 0.1.8), 4=9/Mechanical Max Horz 2=38(LC 12) Max Uplift3=-11(LC 1), 2.-50(LC 12) Max Grav3=15(LC 8), 2=159(LC 1), 4-18(LC 3) FORCES. (III) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 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 tit 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 11 Ib uplift at joint 3 and 50 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Oe A1 •W; '9 Q.• GENgF,•!, R 0 ;• SIATEOF 9.iOR;QP '4 4 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 cuss I russ I ype rTO0279 MA - -- - Jack -Open - - ---- - 13 1 Job Reference (optional) Bulklm First5ource, Tampa, Plan Qy, Ronde 33566, Joshua Bryara _ _ _ _ _ _. Run:13.540 a 7.61 Nov 10 2015 Prim: 7.640 a Nov 10 2015 Marek Irdusbles Inc. Mon Dec 04 08:26:53 2017 Pe 1 ID:0837CakNCJU5ySDiOmCDdnydllm atsdg4ohb4gDY4YDBlblclfl3oSecl62gJ6YsgyCPvW 1-0 0 3-0-0 1 0 0 3-0-0 Scale .1:11.9 2x4 = 3.0-0 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) -0.00 2-4 >999 240 MT20 2"/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2.4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 11 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb(size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1-8), 4=26/Mechanical Max Horz 2=79(LC 12) Max Uplitt3e-52(LC 12), 2--56(LC 12) Max Grav3=67(LC 1), 2=234(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-5.Ops1; h-25h; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0.0 to 2.11.4 zone;C-C for members and forces 8 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 3 and 56 lb uplift at joint 2. 6) *Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard oe aT w. ry94°v Q` •GENSF•, SIAIE OF O F •:;l ORIOP \ ».• S ONAL N d Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I Fuss I ype Ply rTS0279 C38 lack Open 1 1I Job Reference tional Builders FbstSource, Tampa, Plant Gly, Florida 33566, Joshua Bryant Run: 13.SW s 7.54 NOV 1 U Ze15 PN11. 7.6W 5 NOV 1 U ZU15 NY I art e10Usines, etc. Men uec 501Ua:Cb:5:7 [V 1 r ra a 1 ID:0837CaMCJUSySDIOmCDdnydl 1 m-sdg4ohb4gDY4a2YDBlblcl fkNoSMc162gJ6Ys 3-0-0 2x4 = TUZ Scale-1:11.9 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in loc) ' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 1-3 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 1-3 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix) Weight: 10 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 1=129/Mechanical, 2=1 01 /Mechanical. 3=29/Mechanical Max Horz 1=63(LC 12) Max Upliftl=-17(LC 12), 2= 65(LC 12) Max Gravt=129(LC 1), 2=101(LC 1), 3-58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL'=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will lit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 lb uplift at joint 1 and 65 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard oe At W ot4` SIATE OF Q ftOR10P: *Q. Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I rusS I ype rTo0279 C5A Jack -Open 10 Job Reference tonal BuWers FirstScurce, Tampa, Plant City, Florida 33566, Jostwa Bryant Run:13.540 a 7.64 Nov 10 2015 Plant: 7.640 s Nov 10 2015 MITek IndusWes, ft. Mon Dec 04 0826:54 2017 Page 1 ID.VW7CakNCJU5ySDiOmCDdnydl 1 m-KpES41 ciRXgxCC7O1S6X8FBgRCIdLUMBvz16OGyCPvV 1 0 0 5-0-0 1.0-0 5-0A 2x4 = LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 TCDL 15.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=158/Mechanical, 2-305/0.3.8 (min. 0.1-8), 4=48/Mechanical Max Horz 2=121(LC 12) Max Uplift3--104(LC 12), 2--62(LC 12) Max Grav3=158(LC 1), 2=305(LC 1), 4-96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale-1:16.7 d N N DEFL in (loc) Well Ud PLATES GRIP Vert(LL) -0.03 2.4 >999 240 MT20 244/190 Vert( I-) -0.08 2-4 >727 180 Horz(TL) -0.00 3 n/a n/a Weight: 18 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2.0-0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) *Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard egn q SIATEOF • 4t eSS1ONAL E!?' a Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Jo hissTruss Type TB01.1 ICA Jack -Open t Job Reference (optional) Bu9ders FhtSource, Tampa, Platy Gly, FW1da 33566. Joshua Bryant nun: 13.640 s 7.64 my 10 205 Print. r.e+u s Nov i v Nr o nu rex'noruerea o,c. men uec + vo coa+ c r ID:0837CakNCJUSySDiOmCDdnydI I m-KpES?1 ciRXgWdIS6XBFBxjCpwLUMBvzr6OG 1-0-0 r 1-0-0 I 1-0-0 Scale .1 A.0 ZA = LOADING (psQ SPACING- 2-0.0 CS1. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 5 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 3=-1 1 /Mechanical, 2-159/0.8.0 (min. 0-1-8), 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-1I(LC 1), 2 102(LC 8) Max Grav3=18(LC 8), 2=159(LC 1), 4-18(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 3 and 102 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)'rhis manufactured product is designed as an individual building component. The suitability and use 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 e'plT •W; w Q • v GE NSF ••!! 0 • 51ATE OF ; Q SS/pNAI ENG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I Nss I cuss I ype lJobTBO279 CJ3 Jack -Open 4 1 Job Reference(optional) BUldere FV8150uroe, Tampa, Plan) Gty, FWW 33556, JoshUa Bryant HUn: 13.540 a 7.54 Nov 10 2015 Print: 7.6W a NOV 10 2015 M4Tek MUSUbs, Inc. Mon Dec 04 0626:55 2017 Page 1 ID:0837CakNCJUSySDIOmCDdnydl I m•oOogCNcKCgonpMicJAdmhSk5jc764xbL8dbfvAyCPvU 1-0 0 3-0-0 1.0-0 3-0.0 Scale -19.2 2x4 = 3-0-0 LOADING (psQ SPACING- 2-0.0 CSI. DEFL. in Qoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) -0.00 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 2-4 >999 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 11 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.0.0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. Mirek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=67/Mechanical, 2=234/0-8-0 (min. 0-1 8), 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplitt3=-43(LC 12), 2--114(LC 8) Max Grav3=67(LC 1), 2=234(LC 1), 4-52(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL-5.Opst; 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 2.11.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 3 and 114 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE(S) Standard SIAIEOF Oy0, 1f . t OR O• \4. 1 Tr psS/ONAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Truss Truss Type oty ply TBO279 cis Jack -Open 4 1 IJob Reference(optional) uwoers vrmource, ianq)a, rwra wry, rmnua w000. Jo5mm wram nun: ra.o+v a a — V N1.'! rINN. v+v O .... N, ID:0837CakNCJU5ySDIOmCDdnyd1 I n"OogCNcKCgonpMWAdmhSk14c4D4xbLbdbfwo 20 = LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 TCDL 15.0 Lumber DOL 1.25 BC 0.26 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No-2 REACTIONS. (lb(size) 3=148/Mechanical, 2=314/0-8-0 (min. 0.1-8), 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3— 85(LC 12), 2 124(LC 8) Max Grav3=148(LC 1), 2-314(LC 1), 4=92(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale-1:12.5 DEFL. in (loc) Vdefl Ud PLATES GRIP VerI(LL) -0.03 2-4 >999 240 MT20 244/190 Vert(TL) -0.07 2-4 >820 180 Horz(TL) -0.00 3 n/a n/a Weight: 17 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. NOTES- (7) 1) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Ops1; h-25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 124 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 00 1'W• Y.4 t. rQ; .1GENslc••( t: SIAJEOF Q' tORIOP• gsS46NAL StV Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I cuss I fuss I ype Qty ply JJobT80279 VA Jack -Open 19 1 Job Reference(optional) BuOdars FirstSoun e, Tampa, Want Oty, Florida 33566, Joshua Bryant Run:13.540 a 7.64 Nov 10 2015 Print: 7.640 s Nov 10 2015 Mtrek Industries, Inc. Mon Dec 04 08:26:56 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnydl l m-GCMDOidyzOweRWHott9?EgG6wOMdpOrUMHKDT8yCPvT 1.0 0 7-" 1-0-0 7-" Scale . 121.4 TITO LOADING (pst) TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014lrP12007 CSI. TC 0.81 BC 0.57 WB 0.00 Matrix) DEFL. in Vert(LL) 0.13 Vert(TL) -0.31 Horz(TL) -0.00 loc) Vdefl Ud 2.4 >645 240 2.4 >263 180 3 We n/a PLATES GRIP MT20 244/190 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 puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=21 1 /Mechanical, 2=393/0-3-8 (min. 0.1-8), 4=88/Mechanical Max Horz2=163(LC 12) Max Uplift3=-127(LC 12), 2=-74(LC 12) Max Grev3=211(LC 1), 2=393(LC 1), 4=132(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2.0.0 to 6.11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 127 lb uplift at joint 3 and 74 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.* LOAD CASE(S) Standard aT W. Q 'CENSF•'l! w"l — PdJJ SIAIIEOF .• 4 D,c• •• tORtoI' % 4.#1( nS ONAL t Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Job russ I rus8 I ype Uty ply TBO279 EJ5 Jack -Open 2 t Job Reference (optional) BUldera RratSource, Tampa, Plard Gty, FW oa 335W. Josnua Bryan? XUn: 1 J.ow a r.bo rrov 1 u LU1 D rrn: i.a4v a my r V Zu i D Mt rex nouanea, m. Won uac u+ vo:co— c " r e , ID:0837CakNCJU5ySDIOmCDdnydllm-GCMDOidyzBweRWHotq4EgGAwOQ5pOrUMHKDTSyC T r 1-0-0 I 5-0-0 Scale a 1:16.7 20 = LOADING (pst) SPACING 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.03 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.08 2-4 >727 ISO BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 18 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3=158/Mechanical, 2-305/0.3.8 (min. 0.1-8), 4=48/Mechanical Max Horz2=121(LC 12) Max Uplift3=-104(LC 12), 2--62(LC 12) Max Grav3=158(LC 1). 2=305(LC 1), 4-96(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd.108mph; TCDL=4.2psf; BCDL=5.Opst; h-25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3 and 62 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design o1 this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard oe'pTW,wg4 tf ' SIAIEOF Q S OHAL E G`• Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type ny T80279 ER Jack -Open 2 1 Job Reference(optional) uumm s Fesrsource, Tampa. Warn ury, r wrga a s, rosnua wyanr nun: r a.yru s r.ti4 nov iu zoi a rnrn: r.b+u s nov iu zui a Nu Tex mousmas. wr. rani uec u+ ua:zozr zur r rasppe rID:0837CakNCJU5ySDIOmCDdnydl I m-kOwbd2ebkS2V31s?QbgEmtplaOlaYr5dbx4m?byCP Is 1.0.0 7-" 1.0.0 7.0.0 30 = 7-0-0 7.A.n Scale e 1 ,15.6 H N nN N Plate Offsets (X.Y)-- 12:0-1-1 O.Edoel LOADING (psp SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.10 2.4 825 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.52 Vert(TL) 0.27 2-4 295 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC20/4/TP12007 Matrix) Weight: 23 lb FT = 20% LUMBER, TOP CHORD 20 SP N0.2 BOT CHORD 2x4 SP No-2 REACTIONS. (lb/size) 3-205/Mechanical, 2-400/0-8-0 (min. 0.1-8), 4=83/Mechanical Max Horz 2-117(LC 8) Max Uplitt3=-106(LC 12), 2--140(LC 8) Max Grav3=205(LC 1), 2-400(LC 1), 4=127(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2.0-0. Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces 8 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.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 3 and 140 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard QO c rrs 9te 1 fir SIAIEOF • Q o F. coR.o,. 4r S/ONAI G. d' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job ruse I Piss I yp9 ply TBO279 F01 GABLE t 1 Job Reference(optional) ouwma rua,annw. ,m,grs, ruuw v.q, rw„ue auwv, wa.we wra,n 0*8 1 2 3 4 5 6 24 23 22 21 20 /9 w ID:0837CakNCJUSySDiOmCDdnydlIm-DaTziOIDVIAMgpRB_IBTJ5MdxpAmHHsrpbpJXlyCavR Scale a 123.6 7 8 9 10 11 12 27 v 18 17 16 15 14 13 3x4 = LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in (loc) Well 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 13 n/a n/a BCDL 5.0 Code FBC2014fFP12007 (Matrix) Weight: 71 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verlicals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 14-8-12. lb) - Max Grav All reactions 250 lb or less at joints) 24, 13, 23, 22, 21, 20, 19, 18, 17, 16, 15, 14 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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 lace 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 3.1Od (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 TP1 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 OQ •CENSE:.C t SIATEOF Q N # y TONAL , y++eNoo $ 12/04/2017 r Nss we ppy PNSST80279F02 FIM 7 1 Job Reference(optional) uumm rusroourw. r enpa. rwa ury. ronua 4jmv. ,wsnua oryam 0-1-8 HI 1-4-0 1,54 II 1.54 = 1.5x3 = 1 2 3 nun. r,a.a sr.o+r ,ua 10 rnnr. r.o+usr ru N ra Mpe nuusrnas nc. nonu u•Wo ;ZIV Nrr ra r ID:0837CakNCJUSySDiOmCDdnydl l m•hn1 L2kgiG3lD zONYOiirtutHDKz01Sw2FZt3TyC 1.Sx3 II 4 5 018 1.54 II 1.54 = 6 7 a 1-140 11 34 = 14.8.12 , I &A-19 Plate Offsets (X,Y)-- 15:0.1-8,Edael, 113:0-1-8.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.14 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Verl(TL) -0.21 11-12 >836 240 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER - TOP CHORD 20 SP No.2(flat) BOT CHORD 2x4 SP No.1(flat) WEBS 20 SP No.3(flat) REACTIONS. (lb(size) 15=79310-7-4 (min. 0.1-8), 9-787/0-3-8 (min. 0-1-8) BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. 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 2.3=-1151/0, 3-4=-1893/0, 4.5=-1893/0, 5.6--1791/0, 6.7=-1187/0 BOT CHORD 14-15=0l703, 13.14-0/1595, 12-13=0/1893,11-12=0/1893, 10.11-0/1627, 9-10=0/724 WEBS 7.9=-1028/0, 2-15=-1024/0, 7.10=0/692, 2-14=0/670, 6-10 657/0, 3.14 662/0, 6.11-0/318, 3-13=0/590, 5- 11--341/47, 4-13= 272/0 NOTES ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard oe pT W, ;N IV - 1 lfte%x t SIATE OF n •. OR OP k.r ihS/ ONAI ENG.O Robert W . Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 1 Job fuss I rus8 I ype T80279 F03 Fbor 1 1 Job Reference ional ouuoers rY6WpW W. I alllpif. r4LY NIJ. rM1UY JJ7YV. JVYIYY MJW II 0-1-8 H i 1-4-0 SX3 II 1.5)a = 1 ZOO = 1 2 3 18 17 J ID:0837CakNCJU5ySDiQmCDdnydllm-hnlL2kgrG3lDIzONYOiirlujjDKTOgSv LFZt3TyC vO 1-11-12 1.S Ci II 4 5 01 W-1' 1.Sx3 II 1.54 = 6 20 7 a 1.5x3 II US = 11.1-0 111-9.121 14-8.12 11.1-n n.R-12 2.11-0 19 v Plate Offsets (X Y)-- 15:0-1.8 Edael 114:0-1-8 Edael LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL)-0.0812-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.82 Ver1(TL)-0.1212-13 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 80 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pudins, except BOT CHORD 2x4 SP No.t(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 16-701/0.7.4 (min. 0-1-8), 9=50310-3.8 (min. 0.1-8), 11-376/0-3.8 (min. 0.1.8) Max Grav 16=701(LC 1). 9=503(LC 1), 11=410(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-992/0, 3.4 1494/0, 4-5= 1494/0, 5-6--1197/0, 6-20=-606/0, 7.20=-606/0 BOT CHORD 15-16=0/618, 14.15=0/1338, 13-14=0/1494, 12.13=0/1494, 11-12=0/1030, 10-11-0/1030, 9.10-0/424 WEBS 2-16— 901/0, 2.15=0/558, 3.15=-517/0, 3-14=0/363, 6.10--633/0, 6-12=0/314, 5-12=-473/0, 7-9=-601/0, 7.10=0/317 NOTES. (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard d . OAP • • • Y9 o Q •LOGE"sF •.<< t M SIAIE OF q. S/ONAL V'V' b+WmxN+x Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss I nls8 I ype y ljob780279 F04 Floor 7 It" 1 Job Rate... tonal BuOders Fbs4Soume, Tempa. Plena Gly. Florida 33566. Joshua Bryant a1-e H 1-4-0 s EM 5 4 Run: 13.540 a 7.64 Nov 10 2015 PrIM: 7.640 a Nov 10 2015 MITek brdusbles, br- Mon Dec 04 0826$9 2017 Page 1 ID W37CakNCJU5ySDiOmCDdnydl Im-hntL2kgrG31DIzONY0ilriuhEDK20hxw2FZt3TyCPvo i 1-9A 1 f0-8-0 Ole 1:18,3 1.54 11 1.501111 1.5x3 = 11.2.4 11.2-4 3x6 = 16 v Plate Offsets (X,Y)-- 15:0.1.8,Edgel.111:0.1.8,Edael LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.55 Vert(LL) -0.09 11-12 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) -0.13 11-12 >980 240 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 63 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/size) 13=59810-7-4 (min. 0-1-8), 8-59210-3.8 (min. 0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-811/0, 3-4=-1052/0, 4-5=-1052/0, 5-6--845/0 BOT CHORD 12-13-0/523, 11.12=0/1053, 10-11-0/1052, 9-10-0/1052, 8.9=0/515 WEBS 2-13=-761/0, 2-12-0/431, 3.12--361/0, 6-8--730/0, 6-9-0/492, 5-9— 505/0 Structural wood sheathing directly applied or 6-0.0 oc purlins, except end verlicals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 4r vIGE NSA; •.<< tR M r SIAiEOF 0s S•:;l0R10NAL 4.' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss I fuss I ype T80278 F05 Floor 2 1 J Job Reference(optional) BuOders Fftfturce, Tampa, PIM Gly, F1eMda 33555. JOSMM 9iyant 0.1.8 H 1—f 1.54 II 1.54 = 1,54 = 1.9-0 fun: 13.54u 9 /.b4 Nov iu Lu15 Ynm: /.b4u a NOY lU LV77 MI lax egU51nB5, m. Men N6c 1M 06;27;cV z017 f' e ID:0837CakNCJUSySDiOmCDdnydiIm-9zbIG4gT1NR4w7bZ6jDxOWRvfdhel8_4Hvl&c ;c P Scala .123.4 1.5x3 11 3x6 = 11-7-0 11.1-0 11 1.4 14.6.0 11.1-0 2.11-0 o-s1z Plate Offsets (X Y)-- 15:0-1-8 Ednel 114:0.1-8 Edoel LOADING (psQ SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) -0.07 14.15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.76 Vert(TL) -0.10 14.15 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 80 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2x4 SP No.t (flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=671/0-7-4 (min. 0-1.8), 9=417/Mechanical, 11=473/0.3-8 (min. 0-1-8) Max Grav 16=671(LC 1), 9=419(LC 7), 11=496(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-937/0, 3-4 1368/0, 4-5=-1368/0, 5.6=-1065/0, 6-19=-457/0, 7-19--457/0 BOT CHORD 15-16=0/590, 14-15=0/1255, 13-14=0/1368, 12.13=0/1368, 11-12=0/876, 10-11=0/876, 9.10=0/353 WEBS 2-16=-859/0, 2-15-0/519, 3.15--474/0, 3-14=0/302, 6.10=-664/0, 6.12=0/331, 5-12=-470/0, 7-9--503/0 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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." LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I russ I russ I ype ry T80279 F06 Floor 37 1 Job Reference(optional) BuNers FirstSource, Tampa, Plant Gty, Florida 33566, Joshua Bryant 0.1-8 H 1—" 17 16 11.54 II 11.54 = 1.5x3 = I 1-9-0 1.Sx3 II Run:13.540 a 7.64 Nov 10 2015 Print: 7.610 a Nov 10 2015 MITek edustrlos, Inc. Mon Dec 04 08:27.100 2017 Page 1 ID:0837CakNCJU5ySDIOmCDdnydl 1 m-9zbjG4gT1 NR4w7bZ61DxOWRmdd9l6g4Hvi0 wyCFvP Scale a 123A 1.54 II 3x6 = 14-" r 14-6-0 1 Plate Offsets (X,Y)-- 15:0-1-8.Eduel,113:0-1-8.Eduel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) -0.13 11.12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.19 11.12 >893 240 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 80 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 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 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2.2.0 oc bracing. REACTIONS. (Ib/size) 15-780/0-7-4 (min. 0-1-8), 9=780/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1 /29/0, 3-4=-1838/0, 4-5=-1838/0, 5-6=-1743/0, 6-7--1164/0 BOT CHORD 14.15=0/691, 13.14=0/1559, 12.13-0/1838, 11.12-0/1838, 10-11=0/1592, 9-10=0l712 WEBS 2-15=-1007/0, 2-14=0/654, 3-14=-642/0, 3-13=0/557, 4-13=-258/0, 7-9=-1014/0, 7-10=0/675, 6-10 640/0, 6.11=0/301, 5-11=-317/50 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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)'fhis manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TP1 1 as referenced by the building code.' LOAD CASE(S) Standard r o ; SIAIEOF Q9o sS p A• E G\ rJ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job rus8 I fuss I ypB T80278 F07r 1 1 Job Reference (optional) Bulders FkslSoume, Tampa, Plans Gty, Florida 33566, Joshua Bryant 0.1-8 H 11 -4-0 1 1.54 II 11.54 = 1.54 = 11.54 II Run: 13.540 s 7.64 Nov 10 2015 Print: 7.640 s Nov 10 2015 Wok industries, Inc. Mon Dec 04116.27,01 2017 Page 1 ID:0837CakNCJU5ySDiOmCDdnyd/ 1 m-d995TQh5ogZxXH9mK*AxL361?cUccDWZ2_8MyCPvO 1.9.0 I Stale -123.4 1.54 II 3x6 = LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Veri(LL)-0.0711-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.77 Veri(TL) -0.10 11.12 >898 240 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(fL) 0.01 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 80 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 pudins, except BOT CHORD 2x4 SP No. 1(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 1.2.13 except at -length) 16=0-7-4, 9-Mechanical, 13=0.3-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 14=-141(LC 4) Max Grav All reactions 250 lb or less at joint(s) 14 except 16=444(LC 1), 9=523(LC 4), 14=307(LC 3). 13=514(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-519/0, 3-4=-592/0, 4-19=-592/0, 5-19--592/0, 5.6=-806/0, 6-7=-676/0 BOT CHORD • 15-16=0/379, 14.15-0/623, 13.14=0/592, 12-13=0/592, 11.12=0/592, 10-11=0/878, 9-10=0/457 WEBS 2-16=-552/0, 3-14=-277/177, 7-9=-651/0, 7-10=0/326, 6-10=-302/0, 5-11=0/330, 5-12=-422/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 Ib uplift at joint 14. 5)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code LOAD CASE(S) Standard oe.at W. 4,N, lit GENS c', 4 SIATEOF • Q OA OR 10 sS/ONAI NGd r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Truss I russ I ype TB0279 FOB Floor 1 1 Job Referenoe (optional) _ BuNers FirstSource, Tampa, Plarx City, Florida 33566, Joshua Bryant Run: 13.540 s 7.61 Nov 10 2015 Print: 7.640 s Nov 10 2015 Welt Industries. Inc. Mon Dec 04 0827.01 2017 Pepe 1 ID:0837CakNCJU5ySDiOmCDdnydl1 m-d995TQh5ogWH9mK*AxL311IeUbsDWZ2_8MyCPvO 0-1-8 Fi l 1-4-0 i 1-9-4 0-10-00.10-0 1 sale -122.6 1.54 11 1.54 = 1.54 = 1.54 II 1 2 3 4 5 19 6 20 7 8 1.54 II 3x6 = 8-1.2 8.8.9 11.1.4 7.5.12 7 7 5-10-s14 14-0.4 7-5.12 01.8 1.9-s 3.1 2.11.0 0.5.14 0.3.5 0.3.12 Plate Offsets (X,Y)-- 15:0-1-8.Edgel. 114:0.1-8.Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.43 Vert(LL)-0.0714-15 >999 360 MT20 2"/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.12 14-15 >756 240 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 78 lb FT = 20%F, 11%E LUMBER- BRACING TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc pudins, except BOT CHORD 20 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. All bearings 1-2-13 except (jt-length) 16-0.7.4, 9=Mechanical, 11=0-10-4, 13=0-3-8, 13=0-3-8. lb) - Max Uplift All uplift 100 lb or less at joint(s) except 13=-290(LC 6), 13=-285(LC 1) Max Grav All reactions 250 lb or less at joint(s) 11 except 16=591(LC 3), 9=433(LC 1). 12=718(LC 1), 12=718(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-800/0, 3-4=-1020/0, 4-5--1020/0, 5.19=-622/0, 6.19=-622/0, 6-20=-497/0, 7-20=-497/0 BOT CHORD 15-16=0/516, 14-15=0/1034, 13.14-0/1020,12-13=0/1020, 11-12=0/631, 10-11-0/631, 9-10=0/375 WEBS 2-16=-752/0, 2.15-0/423, 3-15=-350/0, 6-10=-252/10, 6-12=-297/180, 7-9=-534/0, 5-12=-842/0, 5-13=0/433 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint 13. 5)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 4N 4r CEI1iSF. SIATE OF 0••F ORIt3P: • S,1ONAI ENGaPd Robert W. Wall, PE 46021 24710 State Road 54 Lut2, FI 33559 12/04/2017 Job ruse T ruse i ype TBO279 F09 Floor 1 1 Job Reference (optional) Balers FirslSouroe. Tampa, Mani 01Y, FbrWa 33W. Joshua Bryant Nun: 13.540 s 7.84 Nov 10 2015 rarrr.w7.o s row 10 2015 Nu,ex cwusmes. sx. Nlen DK u+ w .-Zf. z cut i rapeID:0837CakNCJU5ySDiOmCDdnydllm-SMjUgmijZ ho9RkyD8GPTxWDwRKBD20NIDnXgoyCOv4 0.1.8 H I 1.4-0 i j 1.9.4 i 0 Seale - 1226 1.54 II 1.54 = 1.54 II 19 1.5411 3x6 = 9.1.12 8.5.4 8-11-4 14-0.4 r 8.5.4 1 0." 1 1 4.10.8 0.2.8 Plate Offsets X -- 5:0.1.8 Ede 14:0-1-8 Ed e LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) -0.07 14.15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.11 14.15 >920 240 BCLL 0.0 Rep Stress Incr YES WS 0.21 Horc(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 78 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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. (Ib/size) 16-611/0-7-4 (min. 0-1-8), 9=502/Mechanical, 11=394/0-8-0 (min. 0.1.8) Max Grav 16=61 1 (LC 1), 9=507(LC 7), 11=431(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-834/0, 3-4=-1111/0, 4-5=-1111/0, 5-19--829/0, 6-19=-829/0, 6-7--631/0 BOT CHORD 15.16=0/535, 14.15=0/1089, 13-14=0/1111, 12.13-0/1111, 11-12=0/820, 10.11-0/820, 9.10=0/448 WEBS 2-16=-780/0, 2.15-0/447, 3-15=-381/0, 5-12--586/0, 7-9--638/0, 7-10=0/281, 6-10--297/0 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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." LOAD CASE(S) Standard at •w. *,X Q • AGE N-vie q SIAIEOF • Q Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Ns3 I fuss I ype Ply TBO279 IF10 Flow 1 1 Job Reference (optional) ou.wrs r.awoww. unpa..uuu Hry, r,ww aaaw, w.a wa crTmn 0-1-8 H I 1-4-0 3x4 = ID:0837CakNCJUS SDiOmCDdn at l m-SMiU mi Z ho9R VDBG WChR bDIk DnXg u yS yd 1 g j kyDBGPTxWChRObD1kNIDnXgoyC I 1-7.12 ,r Or3.8 1-3.0 ; Scale .1:19.2 3x4 = 3x4 = 1 Sx3 11 3x6 I I 3x6 11 2 3 4 53x4— 63xS— 7 8 9 3x6 = 9.34 11-3-12 11-7-0 e_1a I 9-AA v Plate Offsets (X,Y)-- 15:0.1.8,Ecluel, 114:0-1.8,Edpa] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.07 14-15 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.60 Vert(TL) -0.11 14.15 >944 240 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.02 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 71 lb FT - 20%F, 11%,E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16=571/0.7.4 (min. 0.1-8), 9=468/0-3-0 (min. 0-1-8), 12=178/0-8-0 (min. 0.1-8) Max Grav 16=572(LC 7), 9=510(LC 7), 12=344(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-764/0, 3.4--942/0, 4-5=-94210, 5-6=-572/0, 6.7=-430/0, 7-8 444/0, 8-9--430/0 BOT CHORD 15-16=0/498, 14.15-0/981, 13.14=0/942, 12-13=0/942,11-12=0/572 WEBS 9-11=0/618, 6-12--73/290, 2.16=-725/0, 2.15-0/398, 3.15=-324/0, 5-12=-596/0, 6-11--320/6 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. 6) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q ; SIAIEOF • 9orF•:'tOR:oP: NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job ruse Type ply TH0279 TF1 CABLE 01M 1 1 - -- Job Reference (optional) lun:13.540 a 7.61 Nov 102015 Prb* 7.640 s Nov 102015 MI7ek hddsbfM-.M:MDn.DeD 04.08:27:03.201 Z Page 1_ s ID 0837CakNCJU5ySDiOmCDdnydl l m-ZYHsu6jLKlptn"nme083Tfgt?yYSWktX4CEyC PA Scale .1:18.1 30 = 3x6 II 3x6 11 1 2 3 4 5 6 7 8 9 10 11 12 v 22 21 20 19 18 17 16 15 14 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) -0.00 11 n/r 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) -0.00 11 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 13 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 58 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0-0 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 10.0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 11.7.4. lb) - Max Grav All reactions 250 lb or less at joint(s) 22, 13, 21, 20, 19, 18, 17, 16, 15, 14 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 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 0Q, GEIVS••($ SIAIEOF • ILTI •:;tOR O?;• ZONAL' WoENG • fte lnege 12/ 04/2017 Job Nss I ruse I ype ply TBO279 1:12 Fbor 1 1 Job Reference (optional) Builders RmtSoume. Tampa, P1ar4 Gly, Florlde 33566, Joshua Bryant 0.1-8 H 1-0—i Run: 13.540 a 7.64 Nov 10 2015 PAM: 7.640 a Nov 10 2015 PATek erdusUles, ex: Mon Dec 04 0627:03 2017 Page 1 ID:0837CaWCJUSySDIOmCDdnyd/ 1 m-ZYHsu61LKIp1nbJ8nme083HIgp4yTZWztX4CEyCPVM 1.9.4 , , 0.10-0 ter 1 1.Sx3 II 1.Sx3 II Scale . 125.2 10 3x6 = 3x6 = 1044 I 7.7.4 + 9.9.4 9.1 15.7.4 7.7.4 2.2-0 o-t 5-7.0 0.1-6 Plate Offsets (X,Y)-- 114:0-1-B,Eduel,115:0.1-8.Edoel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) -0.01 12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.02 11-12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.32 Ho1z(rL) 0.01 11 Ma n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 89 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.t (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 6-0.0 oc bracing. REACTIONS. All bearings 9-7.4 except (jt=length) 11-0-3-8, 11-0-3-8, 13-0.3.8, 13=0-3-8. lb) - Max Grav All reactions 250 lb or less at joint(s) except 17=459(LC 3), 11=893(LC 5), 11-888(LC 1), 16-959(LC 3), 15=895(LC 1), 14-735(LC 3), 13=1724(LC 4), 13-1693(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 6.7-0/405, 7-8=0/405, 8-9--645/0 BOT CHORD 16-17=0/313, 12-13=0/531, 11.12=0/735 WEBS 2.17=-457/0, 2-16=-695/0, 3-16=-558/0, 3-15=-514/0, 4.15=-500/0, 9.11--1046/0, 8.13--1322/0, 6.13 471/0, 5-14 552/0, 7.13=-436/0 NOTES (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase-1.00, Plate Increase-1.00 Uniform Loads (pit) Vert: 11-17=-10, 1.10=-350 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 0 a7 •W: 0 GENSF,•!! SIAIE OF Q' a ayss NAL E G' 12/04/2017 Nss TrUSS Type ply JJobTS0279 IF13 Fbor 1 1 1 1 Job Reference(optional) Builders RstSource, Tampa, Plans City, Florida 33566, Joshua Bryant Run: 13.540 a 7.64 Nov 10 2015 Prim: 7.540 a Nov 10 2015 Wax uxlustnes, eft. eaon Uec u4 ua:Z14 Zu17 r 1 ID-.W37CakNCJUSySDiOmCDdnydl l m-1 krE5SL4bxWOkuLLZItYMcYHE4Rhy_1CXGelhyC 0-1-8 H i 1.4-0 I i 1-9.6 I Scale: Ir".1, 20 19 1.Sx3 II 1.5x3 = 1.54 = 1.54 11 1 2 3 4 5 6 7 6 9 10 1.Sx3 II 3x6 = 3x6 = 15.1-8 116 e 1 i-10,6 14-6.14 144,14 11-6-e — - 3.1 2-84 0- 1-0 1 0.5.10 Plate Offsets (X.Y)-- 15:0.1-S.Edael,116:0-1-8,Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0.08 /6-17 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.64 Vert(TL) -0.12 16-17 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.02 12 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 90 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 purtins, except BOT CHORD 20 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: 12-13. REACTIONS. (lb/size) 18-603/0.7-4 (min.0.1-8), 12=72/0-4-15 (min. 0-1-8). 13=955/0-4-15 (min.0.1.8) Max Upliftl 2=-8 1 (LC 8) Max Grav 18=604(LC 3), 12=243(LC 7),13=1008(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-820/0, 3.4 1076/0, 4.5=-1076/0, 5-6=-710/0, 6-7=-159/479, 7-8=-159/479 BOT CHORD 17-18=0/527, 16.17=0/1069, 15.16=0/1076, 14-15=0/1076, 13.14-0/444 WEBS 2-18=-768/0, 2.17-0/438, 3-17--372/0, 6-13=-833/0, 6.14=0/518, 5-14=-554/0, 8-13--457/0 NOTES (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 30 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 12. 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.' LOAD CASE(S) Standard Q• i r S I ATE OF 90eE; <: ORIOP 404 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ Truss Type pry TBO279 IF14 Floor 6 1 Job Reference tonal Builders FirstSource, Tanga, Plant City, FbW Wa 33566, Joshua Owl 0.1.8 H11-" 1. 5x3 II 1. 54 = 1. 54 = Run: 13.540 s 7.64 Nov 102015 Print. 7.610 s Nov 102015 Welt industries, Inc. Mon Dec 04 00 27.04 2017 P e 1 ID. 0837CakNCJU5ySDiOmCDdnydllm-lkrESSL4bxWOkuLLZItYMcUyE?DhwXtCXGelhyCPvL 1. 5x3 II 1.5x3 II Stale - 124.5 US = Plate Offsets (X.Y)-- 13:0.1-8.Edgel. [14:0.1-S.Edael LOADING ( pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 Vert(LL) -0.14 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -0.21 12-13 >844 240 BCLL 0.0 Rep Stress Incr YES WO 0.34 Horz(fL) 0.04 10 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix) Weight: 84 lb FT = 20%F, I I%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. ( lb/size) 16=81510-7-4 (min. 0-1-8), 10=815/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2. 3=-1192/0, 3-4=-1974/0, 4-5=-1974/0, 5-6=-1974/0, 6-7=-1882/0, 7-8=-1225/0 BOT CHORD 15- 16=0l725, 14-15=0/1651, 13.14=0/1974, 12-13=0/2037, 11.12-0/1679, 10.11=0/748 WEBS 2-16=- 1056/0, 2-15=0/699, 3-15=-685/0, 3-14=0/609, 4-14=-317/0, 8.10=-1066/0, 8-1 l=0/712, 7.11 678/0, 7.12=0/ 303, 6-12=-262/0, 6-13— 334/245 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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. Slrongbacks 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' LOAD CASE(S) Standard oe pT W. Q' v CENSF••<< 1 q SIATE OF pr . 1OR100, t 0 S NAL ENG. e F RobertW. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type ry T8c279 F15 Flow 10ty5 1p 1 I Job Reference(optional) auumm rusuwurce. i ate, rwu ury, rwnue oja , .iosnue orwi 16 17 ID:0837CakNCJU5ySDIOmCDdnydl/m-VxOcJnkcrJ.iNOuTXuGp65Z8dIeKFONf ggii47y69M I 1.11.4 I I 1.5)011 1.5x3 II 1 e 125.2 1.54 II 1.54 = 3x6 = LOADING (psi) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.87 BC 0.98 WB 0.35 Matrix) DEFL. in (loc) t/defl Ud Vert(LL) -0.17 12.13 >999 360 Vert(TL) -0.24 12-13 >737 240 Horz(TL) 0.04 10 n/a n/a PLATES GRIP MT20 244/190 Weight: 84 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 puriins, except BOT CHORD 20 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. (Ib size) 16=827/0-7-4 (min.0.1.8). 10=821/0-3-8 (min.0-1-8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1214/0, 3-4=-2033/0, 4-5=-2033/0, 5-6=-2033/0, 6-7--1929/0, 7.8--1249/0 BOT CHORD 15-16=0l736, 14-15=0/1685, 13.14-0/2033, 12-13=0/2092,11.12=0/1715, 10-1 l=0l760 WEBS 2.16=-1073/0, 2.15=0l713, 3-15=-704/0, 3-14=0/651, 4-14=-341/0, 8.10=-1080/0, 8.11=01730, 7-11=-696/0, 7-12=0/320,6-12=-276, 6-13=-333/270 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x4 MT20 unless otherwise indicated. 3) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0,131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard Q • v GE NSF •. 1R ' SIATE OF 0' rF -fl OR1OP •' V OgsS/ANAL NG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ russ I ype ply TBO279 FG1 I FLOOR 1 2 fob Reference(optional) BU§ftM FIM15 M. Tam)% FIe111 Glly, HW M 335N. JOSr1Ue Blyam NUn: 13.540 S 7.54 NOv 10 2015 FM: 7.540 a Nov 10 2015 MITek YMUSUIes, ft. Nbn Dec 04 08:27:05 2017 Page 1 ID:0837CaMCJU5ySDiOmCDdnydlIm•VxOcJnkcrv3NOuTXuGp65Z8d4ePAOFapRBOBH7yCPvK 2 8 13 5-3-14 7-10 15 10.6.0 13-2.13 2-8-13 2-7-1 2-7.1 2.7.1 2.8-13 5x8 = 1 4x12 = 2x4 If Sx12 = Scale-1:22.5 20 11 400 MT20HS I I 6xl2 MT20HS= 3x8 II 502 = 2x4 II Sx8 = I 2 8-13 I 5-3-14 1 7.10.15 + 10-6-0 I 13-2-13 2-6-13 2.7-1 2.7.1 2.7-1 2-8.13 Plate Offsets (X.1)-- 110:0.4.12,0.1.81,111:0.5-12,0-2-81 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.85 Vert(LL) 0.21 9.10 736 360 MT20 ' 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(TL) 0.32 9-10 479 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.05 7 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 153 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.t TOP CHORD Structural wood sheathing directly applied or 2.8-12 oc purlins, except BOT CHORD 2x6 SP M 26 end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 SP No.1 REACTIONS. (Ib/size) 12=5115/0-4-15 (min. 0-2-2), 7=5021/0-4-8 (min. 0.2.1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4131/0, 1-2=-8543/0, 2-3=-8543/0, 3-4=-12559/0, 4.5=-12559/0, 5-6=-255/0 BOTCHORD 12.13=0/347, 13-14=0/347, 11-14=0/347, 11-15=0/13422, 15.16=0/13422, 10.16-0/13422, 10-17=0/13422, 17-18=0/13422, 9.18=0/13422, 9-19=0/ 8194, 19.20=0/8194, 20-21=0/8/94, 8-21-0/8194, 8.22=0/8194, 7.22=0/8194 WEBS 1.11=0/9073, 3-11=- 5401/0, 3-10=0/2373, 3-9=-956/0, 5-9=0/4831, 5.8=0/1439, 5-7=-8790/0 NOTES (8) 1) 2-ply truss to be connected together with 10d (0.131 "x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are MT20 plates unless otherwise indicated. 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) Hanger(s) or other connection device( s) shall be provided sufficient to support concentrated load(s) 516 lb down at 0-6.1, 234 lb down and 90 lb up at 1-0. 1, 770 lb down at 2.6.1, 805 lb down at 3.0.1. 770 lb down at 4.6-1, 805 lb down at 5.0-1, 770 lb down at 6-6.1, 805 lb down at 7-0-1, 409 lb down at 8-6.1, 805 lb down at 9.0.1, 409 lb down at 9-6-9, and 805 lb down at 11-0.1, and 809 lb down at 13-1.1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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." fat (N. 1171%, LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase- 1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1.6=-100, 7-12=-10 Concentrated Loads (lb) Vert: 7=•809(B) I1=-1575(F=- 770, B=805) 13=-516(F)14=-234 15=-770(F) 16=-805(B)17=-770(F) 18=-805(B) 20= 805(B)21=-409(F)22=- 805(B) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 pOL C.ENSF,4lit R dJJ SIAIEOF 0socl'S• i OR100, `4 4 12/ 04/ 2017 Job I Nss I ruse I We ply TBOM FG2 Ilat Girder 1 1 Z fob Reference(optional-) rweoers rvsrsou,ee, Tampa, Warn ury, rnmoa jimo, 4wnua wyam M' " ID.0837CaMCJU5ySDIOmCDdnydl Im_7y_W71EcDBEe22jS_KLenhsH2pG9kZyMltpZyCrvJ 2-3.2 4-4-7 6 5 13 8.8-14 2-3.2 2.1.6 2.1 6 2.3 2 Scale: 3(4•.1' 5x8 = 1 2x4 11 US = 20 11 Sx8 = 4x6 II 4x6 II 2-3.2 4-4-7 6 5 13 8-8-14 2.3.2 1 2.1-6 + 2.1.6 l 2.3.2 Plate Offsets (X Y)-- WEdne 0-3-81 17:0-5-0.0-4-41 19:0-5-0.0-4-41 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.04 8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.11 8 953 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 103 lb FT - 20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP M 26 WEBS 20 SP No.3 *Except* BOT CHORD W2: 2x4 SP No.2 REACTIONS. (Ib/size) 10-2607/Mechanical, 6=360210-4.15 (min. 0.1.12) Max Upl1ft/0=-316(LC 4), 6=-278(LC 4) Max Grav 10=3035(LC 2). 6=4215(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=-2699/273, 1-2--4606/420, 2.11 4606/420, 11.12=-4606/420, 3-12=-4606/420, 3.13=-5200/404, 4-13=-5200/404, 4-14--5200/404, 5-14--5200/404, 5-6 3416/263 BOT CHORD 9-16=-553/6966, 16-17--553/6966, 8-17--553/6966, 8-18--553/6966, 18-19--553/6966, 7-19=-553/6966, 7.20--20/308, 20-21--20/308, 6-21=-20/308 WEBS 1-9=-459/5117, 2.9--264/98, 3-9=-2731/154, 3-8=-178/1582, 3-7 2043/172, 4-7=-1274/134, 5.7--445/5660 Structural wood sheathing directly applied or 4-11-5 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES (12) 1) 2-ply truss to be connected together with I Od (0.131 •0•) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-5-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 . 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opst; h-25h; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL-1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding. 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will tit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. tAT M/, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 316 lb uplift at joint 10 and 278 Ib uplift a Oe 9 joint 6. Q` NC,ENSF .!! 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13. 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24. 25, 26, 27, 28, 29, 30, 31. 32 has/hav been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. ; • •. 10) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 227 lb down and 60 lb up at # *l 159 lb down and 42 Ib up at 3-11-0, and 958 lb down and 252 lb up at 5-11-0, and 629 lb down and 166 lb up at 7-11.0 on to h , S IATE OF and 659 lb down and 157 lb up at 1-9-12, 1253 lb down at 3.0.8, 659 lb down and 1571b up at 3.9-12, 487 lb down at 5.0.12, a F . Q 659 lb down and 157 lb up at 5-9.12, and 413 lb down at 7-0-12 on bottom chord. The designtselection of such connection devic c t OR10P 4. is the responsibility of others. FSS/ • • GN dONnti .a1/' Continued on page 2 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ I ruse I "a pry TBOM FM Rat Girder t 2 fob Reference(optional) BUaOers 1=Oti1Source, 7arnpa, ram Gty. Moan 33555, Jow re Bryam NUM 13.540 S 7.54 NOV 10 2015 PM: 7.540 S NOV 10 2015 Wait MUS9105. ex. bbn DOC 04 0927. Pape 2 WID-.W37CakNCJUSySDIOmCDdnyd11ni-_7y_lEcDBEe22jS_KLenhsH2pG9kZ PvJ 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: 1.11=-70, 5-11=-170, 6-1OP-20 Concentrated Loads (lb) Vert: 11=-227(F) 12=-159(F)13=-958(F) 14=•629(F)15=-659(8)16--313(F)17=-659(B)18=-117(F)19=-659(B)20=-98(F)21=-401 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plQ Vert: 1-11=-60, 5-11=-160, 6-10=-20 Concentrated Loads (Ib) Vert: 11=-202(F) 12=-141(F)13=-852(F) 14=•559(F)15=-584(B)16-1018(F) 17e-584(B)18=-394(F)19=-584(B)20=-334(F)21=•755 3) Dead + Uninhabitable Attic Without Storage: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-11=-30, 5-11=-130, 6-10=-40 Concentrated Loads (Ib) Vert: 11--177(F) 12--124(F) 13=-745(F) 14=-489(F)15=-490(B)17=-490(B)19=•490(B) 4) Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plQ Vert: 1-11-34, 5.11=•66, 6.10=-10 Concentrated Loads (lb) Vert: 11=60(F) 12=42(F) 13=252(F) 14=166(F) 15=147(B) 17-147(B) 19-147(B) 5) Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-11-34, 5.11-66, 6.10=•10 Concentrated Loads Qb) Vert: 11-60(F)12-42(F)13-252(F)14=166(F)15=147(B)17-147(B)19=147(B) 6) Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert:11=-148(F) 12=-104(F)13=-625(F)14=-410(F)15=157(B)17=157(B)19-157(B) 7) Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert:1-11=-5, 5-11=•105, 6-10=•20 Concentrated Loads (Ib) Vert: 11=•148(F)12=•104(F)13--625(F)14--410(F)15=157(B)17=157(B)19=157(B) 8) Dead + 0.6 MWFRS Wind (Pos. Internal) 1 st Parallel: Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11-34, 5.11--66, 6.10-10 Concentrated Loads (lb) Vert: 11=60(F)12=42(F)13=252(F)14=166(F)15=147(B)17=147(B)19=147(B) 9) Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads (Ib) Vert: 11-60(F)12-42(F)13=252(F)14=166(F)15-147(B)17-147(B)19=147(B) 10) Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=34, 5-11=-66, 6-10=-10 Concentrated Loads Qb) Vert: 11=60(F)12=42(F)13=252(F)14-166(F)15-147(B)17=147(B)19=147(B) 11) Dead + 0.6 MWFRS Wind (Pos. Intemal) 411h Parallel: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1-11=34, 5.11=-66, 6.10-10 Concentrated Loads (Ib) Vert: 11=60(F)12-42(F)13=252(F)14-166(F)15=147(B)17=147(B)19=147(B) 12) Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase-1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11— 105, 6.10=-20 Concentrated Loads (Ib) Vert: 11--148(F)12=-104(F)13=-625(F)14=•410(F)15=157(B)17-157(B)19-157(B) 13) Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (Ib) Vert:11--148(F) 12=-104(F) 13=-625(F) 14--410(F) 15=157(B) 17-157(B)19=157(B) 14) Dead: Lumber Increase=0.90, Plate Increase-0.90 Pit. metal=0.90 Uniform Loads (plQ jy Vert: 1.11=-30, 5 11=-130, 6 10= 20 NSf q< ri- Concentrated Loads (lb) Vert: 11-126(F) 12=-88(F)13=-532(F) 14=-349(F)15— 358(B) 16=-1253(F) 17=-358(B)18=-487(F) 19=-358(B)20=•413• 21--873• w• 15) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Lett): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41,5-11=-141,6-10=-20 4,0.• SIAfEUF 9 Concentrated Loads (lb) N ••:; ORIOP • 44` Vert: 11=-218(F) 12=•153(F)13--921(F) 14=•605(F)15=88(B) 17=88(B) 19=88(8) Oy.... s/ Continued on page 31n Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 job I Nss I ruse I ype TBOM FM Flat Girder 1 2 Job Reference(opLion wwom "srsouroe, i am", rem ury, moron :rtaoo„mm a my= null: 10.04vo vo IYVY 1V NIJIMI:/.WV6I VY 1V NI,l 1YYI@R YIVYiYYli, ull:. ,,YI, W{: {I w.c/.w cV r ID:0837CaMCJUSySDiOmCDdnydlIm_W7y_lEcDBEe22jS_KLenhsH2pG9kZ gl zZ J LOAD CASE(S) Standard 16) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-11-41.5-11=-141, 6-10=-20, Concentrated Loads (lb) Vert: 11=-218(F)12=-153(F)13=-921(F)14=-605(F) 15=88(B)17=88(8) 19=88(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.11=-41. 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11=-218(F)12--153(F)13=-921(F)14--605(F)15=88(B)17=88(B)19=88(B) 18) Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1.11=-41, 5-11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11 =-21 8(F) 12=-153(F)13=-921(F) 14 = -605(F) I 5=88(B) 17-88(8) 19=88(B) 19) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1- 11-34, 5-11--66, 6.10=-10 Concentrated Loads (lb) Vert: 11=60(F)12=42(F)13=252(F)14=166(F)15=-365(B)17=-365(B)19=-365(B) 20) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) Right: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plQ Vert: 1-11-34, 5-11=-66, 6.10=-10 Concentrated Loads (lb) Vert: 11=60(F)12-42(F)13-252(F)14=166(F)15=-365(B)17--365(B)19— 365(B) 21) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Left: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-11=-5, 5.11=-105, 6-10=-20 Concentrated Loads (Ib) Vert: 11=-148(F) 12=-104(F)13=-625(F) 14=-410(F) 15=-355(B) 17 355(B) 19=-355(B) 22) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) Right: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1-11=-5, 5-11=-105,6-10=-20 Concentrated Loads (lb) Vert:11=-148(F) 12=-104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 23) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plQ Vert: 1-11=34, 5-11=-66, 6.10=-10 Concentrated Loads (lb) Van: 11 =60(F) 12-42(F) 13=252(F) 14= 1 66(F) 15--365(B) 17=-365(B) 19=-365(B) 24) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plQ Vert: 1-11-34, 5-11=-66, 6-10=-10 Concentrated Loads (lb) Vert: 11-60(F)12-42(F)13=252(F)14=166(F)15--365(B)17 365(B)19=-365(B) 25) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 3rd Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plQ Vert: 1.11=34, 5.11=-66, 6-10= 10 Concentrated Loads (lb) Vert: 11=60(F)12=42(F)13=252(F)14=166(F)15--365(B)17--365(B)19=-365(B) 26) Reversal: Dead + 0.6 MWFRS Wind (Pos. Internal) 4th Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11-34, 5.11--66, 6.10=-10 Concentrated Loads (Ib) Vert: 1 1=60(F) 12=42(F) 13=252(F) 14=166(F) 15--365(B)17=-365(B) 19=-365(B) 27) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 1st Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-5, 5-11=-105, 6-10=-20 Concentrated Loads (lb) Vert:11=-148(F) 12--104(F) 13=-625(F) 14=-410(F) 15=-355(B) 17=-355(B) 19=-355(B) 28) Reversal: Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel: Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (pit) Vert: 1-11=-5, 5.11=-105, 6.10=-20 Concentrated Loads (lb) Vert: 11 148(F)12--104(F)13--625(F) 14--410(F)15=-355(B) 17=-355(B) 19=-355(B) 29) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-11=-41, 5.11=-141, 6-10=-20 Concentrated Loads (lb) Vert: 11=-21B(F)12--153(F)13=-921(F) 14=-605(F)15=-525(8) 17=-525(B) 19=-525(B) 30) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase-1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1.11- 41, 5.11=-141, 6-10=-20 Concentrated Loads (lb) Vert: I I =-218(F) 12--153(F) 13--921(F) 14--605(F) 15=-525(B) 17=-525(B) 19=-525(B) 31) Reversal: Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase Uniform Loads (plQ Vert: 1.11=41, 5-11=-141, 6-10=-20 Continued on page 4 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 1Lat w. iy°°a QO.CENS;••!! SIAtE OF Q' A ••.• p j • 90,o 4. ORIO S ONAL i G.roJF 12/04/2017 Job russ Truss Type ply TS0279 FG2 Fiat Girder 1 2 Job Reference tfonal BuOders FIBtSource, Tampa, Marl QY. Florida 33565, Joshua Bryarh Hun: 13,540 a 7.64 Nov 10 2015 Print: 7."0 a Nov 10 2015 Narek erdustries, We. Nlon Dec 04 0827.1% 2017 Page 4 ID:OB37CakNCJUSySD10mCDdnydi I m-_7y_W71EcDBEe22)S_KLenhsH2pG9kZyMkpZyCPvJ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 11=-218(F) 12--153(F) 13=-921(F) 14=-605(F) 15=-525(B) 17e-525(B) 19--525(8) 32) Reversal: Dead + 0.75 Root Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase-1.60 Uniform Loads (plQ Vert: 1.11=-41, 5.11=-141, 6-10--20 Concentrated Loads (lb) Vert: 11 218(F)12 153(F)13=-921(F) 14=-605(F)15=-525(B)17a-525(B) 19=-525(B) Q.. vIGENSF,•<< WAVE OF NMS/6NAL ENG r Robert W. Wall, PE 46021 24710 State Road 54 Lut, FI 33559 12/04/2017 Job Hiss T puss I ype ply TM79 FG3 FLOOR 1 2 Job Reference tional euuoers p•osrsoures, p&Na, Warn ury, rxmoa Hopse„rvsnua wyam ID:0837CaMCJUSySDiOmCDdnydllrn-SJWNkTmsNWJ5FCdwOhraA_E6dSAEu4&WIL4?Fvl I 2-5-7 I 47-6 i 5-" 7.6-0 I 8-11-4 + 11 4 0 I 14-0-4 2-5.7 2-1-15 0-10-10 2-0-0 1-5.4 2 4 12 244 1 30 = 3x8 = 5x8 = 3x8 = 30 = 3x4 = 64 = Scale -122.6 30 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.27 Vert(LL) -0.02 13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.03 13 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 143 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 16=425/0.7.4 (min. 0-1-8), 9=1257/Mechanical, 11=2038/0-8-0 (min. 0-1.8) Max Grav 16=443(LC 3), 9=1273(LC 4), 11-2038(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-4/9/0, 1.2 570/0, 2-3=-570/0, 3-4--402/91, 4.5--402/91, 5-6=-402/91, 6.7--1608/0, 7-8=-1608/0, 8-9--1204/0 SOT CHORD /4-15=0/696, 13-14=0/696, 12-13--91/402 WEBS 1-15=01623, 3.13--603/0, 5-12=-359/0, 6-12-0/807, 6-11 1979/0, 6-10=0/2061, 7-10--881/0, 8-10=0/1686 NOTES (9) 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4. 1 row at 0-9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc, Except member 7-10 2x4 - 1 row at 0-2-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced floor live loads have been considered for this design. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Refer to girder(s) for truss to truss connections. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 976 lb down at 11.5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 Increase=1.00, Plate Increase=1.00 aT YI, 44 1) Dead + Floor Live (balanced): Lumber Uniform Loads p0 9 Q. v CE NSF ••!! pIQ Vert: 1-6=-100, 6-8=-350, 9-16=-10 ItConcentratedLoads (lb) Vert: 10=-976(B) 1R UTAIE OF 4A0 ••:;iORIOO': k, 4 S ONAL E G'•a Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Nss Truss Type TBO279 FG4 FLOOR 1 2 Job Reference ftlion.11 Buluers First,Sourca, Tamya, Plant COY, FWft 33566, Joshua BrYam Run:13.540 s 7.64 Nov 10 2015 Print: 7.640 s Nov 10 2015 Wek Musbles, arc. bbn Dec 04 0627.07 2017 Page 1 ID:0837CakNCJUSySDiOmCDdnydl 1 m-SA_ JWNkTmsNWJ5FCdw0hraE3dSEVuMa6uVVIL0yCPvlI 2.11-0 I 2. 11-0 30 = 2x4 11 T1 W/ W2 W1 B1 2x4 11 2- 11-0 US = 3 Scale a 19.4 LOADING ( psf) SPACING- 2.0.0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Vert(LL) -0.00 3-4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.04 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(rL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 29 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.11.0 oc purlins, except BOT CHORD 20 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 4=522/Mechanical, 3=986/Mechanical FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-4=459/0, 2-3=-459/0 NOTES- ( 6) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 20 - 1 row at 0.8-0 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) Refer to girder(s) for truss to truss connections. 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)' This manufactured product is designed as an individual building component. The suitability and use 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: 1-2— 350(F=-250), 3.4=-10 Concentrated Loads (lb) Vert: 3=-504 5=-59 QO0 GE N X, a% ZJ dJJ t STATE OF Owl SS/ R- NG t NAL a4 Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Nss 7A Nss ype TS0279 D.lagonal Hip Girder 5 1 Job Reference tional umem Hrstbource. Tampa, Ram Gay. vwwa 33mb. Joshua oryam nun: 73.*4V a f m4 rvov 1v cvr o "m: r.o+v a nvv rv"i D m rfm nousmea, m. rvun um v+ vo:cr.vo - u ID:0837CakNCJU5ySDiOmCDdnydl l m-wW4btpnUBgRxtMC6aPMpICmCYrSOdkzF79ENSyC 1-s-0 5-1-9 9-10-1 r 1-5 0 I 5.1.9 I 4.8-7 Seale - 122.0 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.04 6-7 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.11 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.37 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 42 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 4=171/Mechanical, 2=520/0-10-15 (min. 0.1-8), 5=344/Mechanical Max Horz 2=176(LC 4) Max Uplift4=-111(LC 4), 2= 154(LC 4), 5=-88(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.8--808/191, 8-9=-743/208, 3.9=-733/195 BOT CHORD 2.11--275/'731, 11.12=-275/731, 7.12 275/731, 7-13 275/731, 6.13=-275/731 WEBS 3.7=0/28813-6=-793/299 Structural wood sheathing directly applied or 6-0-0 oc purtins. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES ( 9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0pst; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint 4, 154 lb uplift at joint 2 and 88 lb uplift at joint 5. 6) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 77 lb down and 110 lb up at 1-4-15, 77 lb down and 110 lb up at 1-4-15, 44 lb down and 47 lb up at 4-2.15, 44 lb down and 47 lb up at 4-2-15, and 95 lb down and 110 lb up at 7-0-14, and 95 lb down and 110 lb up at 7-0-14 on top chord, and at 1-4-15. at 1-4.15, 12 lb down at 4.2-15, 12 lb down at 4. 2-15, and 39 lb down a1 7-0-14, and 39 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) ' This manufactured product is designed as an individual building component. The suitability and use of this component for any particular . building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." O aT LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Uniform Loads (plQ Vert: 1.4=-70, 2.5=-20 Concentrated Loads (lb) Vert: 8=94(F-47, 8=47) 10=-118(F=-59, B=-SS Plate Increase=1.25 13=- 39(F=-20, B=-20) 5IAJE OF ol. t OR100' - 4 4iAS/ pNAI E G, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Nss I ype ply TOM79 HJ2 I Diagonal Hip Girder 1 1 Job Reference (optional) mmoers resmotow. Pampa, -Fern way, rwoa mobb. ,rosnua uryarn nun; i s.,rry a r.o+ rwv i u NP a rnrn: i.ow s Pwv i v cur a Pw Pen oPousmes, sic. anon Pxc u+ ue:ci va Nr r ra ID:0837CakNCJU5ySDIOmCDdnydl l m-wW4tKpnU8gRxtMC6aPMp)CmGzrYGdppF79ENSyCe r 1.5-0 3-5-11 1-5-0 + 3-5-11 Scale . 1:10.5 0 N 2x4 = 3-5-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.01 2-4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 SC 0.13 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) Weight: 13 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purtins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 3=49/Mechanical, 2=227/0.4-9 (min. 0-1-8), 4=32/Mechanical Max Horz 2=81(LC 22) Max Uplitt3=-30(LC 8), 2--96(LC 4) Max Grav3=59(LC 35), 2=227(LC 1). 4=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL-5.0psf; h=25tt; Cat. 11; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 30 lb uplift at joint 3 and 96 lb uplift at joint 2. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 110 lb up at 1-4-15, and 75 Ib down and 110 Ib up at 1-4-15 on top chord, and at 1.4.15, and at 1-4.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the lace 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 a Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pIQ w• Vert: 1.3=-70, 2-4=-20 Concentrated Loads (lb) O Pt QO•ZtCENSF. << Vert: 5=94(F=47, B=47) 1R SIAIEOF 810NAL StY Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job fuss I Russ I ype TBO279 His Dlagonel Hip Girder 2 1 Job Reference tional uumm FIit5wme, r arnpa, Ylam uq. I-== =jbb, josmia wpm nun; IJ.Mu 5 VIM` nIW IV mw, uw u+ w.ci.va cv, . ID:0837CaMCJU5ySDIOmCDdnydi I m-OIe789n6v8ZoV Wnl76u2FPJKcFo5MG3PMp_POuyC 1-5-0 3-8-10 7-0-2 3-8.10 i 3-3.8 30 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.09 2-4 906 240 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0.25 2-4 328 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(fL) 0.00 3 Ma n/a BCDL 10.0 Code FBC2014fTP12007 Matrix) LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP N0.2 REACTIONS. (lb(size) 3=198/Mechanical, 2-353/0.4.9 (min. 0.1-8), 4=77/Mechanical Max Horz 2=134(LC 4) Max Uplift3=-113(LC 8), 2=-111(LC 4) Max Grav3=198(LC 1), 2-353(LC 1), 4=123(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2"/190 Weight: 24 lb FT - 20% BRACING TOP CHORD Structural wood'sheathing directly applied or 6-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. NOTES (9) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Ops1; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 lb uplift at joint 3 and I I I lb uplift at joint 2. 6) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 75 lb down and 110 lb up at 1.4-15, 75 lb down and 110 lb up at 1-4.15. and 60 lb down and 64 lb up at 4-2-15, and 44 lb down and 47 lb up at 4-2.15 on top chord, and at 1.4.15, at 1.4-15. and 15 lb down at 4-2-15, and 12 lb down at 4-2.15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 jy Uniform Loads (plQ Q00 GENS,4< Vert: 1-3=-70, 2-4=-20 Concentrated Loads (lb) r• Vert: 5=94(F=47, B=47) 6--2(B) 8=-0(B) S iA-PdJA SIATEOF 4 1'•• Q c•'•ORtOP NAL E G,A't' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job russ russ I ype T80279 HJ7 Diagonal Hip Girder 2 1 Job Reference (optional) Mom FaSIJOUrce. 1 ampe, raw ury, rxxioe JJJOE, Josnua wyam nun: 1 J.a+v s r.w nmr iv Nl J rnrn: r.ow 6 nov Iu ev 1 J w sex inausenra, sti. ww IJec u+ umer w [vl r ra ID-.OM7CakNCJU5ySDIOmCDdnydllm-OIe789n6v8ZoVWnl76u2FPJPoFo5MANPMp POuyC 1 1.5-0 5.3.15 9-10-1 1-5-0 5-3-15 4.6-1 LOADING (psq TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No-2 WEBS 20 SP No.3 Seale .120.4 30 = 5-3-15 4-6.1 SPACING- 2.0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.12 6-7 >984 180 Rep Stress Incr NO WS 0.43 Horz(TL) 0.02 5 We n/a Code FBC20/4/TP12007 Matrix) Weight: 40lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 4=158/Mechanical, 2=513/0-10.15 (min. 0.1.8), 5=339/Mechanical Max Horz 2=117(LC 4) Max Uplift4=-89(LC 4), 2=-154(LC 4). 5= 66(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-1051/218, 8.9=-1030/230, 3-9=-996/238 BOT CHORD 2-11 297/998. 11.12=-297/998, 7-12 297/998. 7-13--297/998, 6-13=-297/998 WEBS 3-7-0/278, 3-6--1043/310 NOTES (9) 1) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.0psf; h=25ff; Cat. II; Exp C; Encl.. GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 89 lb uplift at joint 4, 154 lb uplift at joint 2 and 66 lb uplift at joint 5. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 78 lb down and 110 lb up at 1-4-15, 78 Ib down and 110 Ib up at 1-4-15, 42 Ib down and 38 Ib up at 4-2-15, 42 Ib down and 38 lb up at 4-2.15, and 86 Ib down and 90 Ib up at 7-0.14, and 86 Ib down and 90 Ib up at 7.0-14 on top chord, and at 1.4.15, at 1-4-15, 12 lb down at 4-2.15, 12 lb down at 4-2-15, and 36 Ib down at 7.0.14, and 36 Ib down at 7-0.14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular daaMWgi building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' SAT W LOAD CASE(S) Standard NSF , 9! 1) Dead Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 • Uniform Loads (pit) •= Vert: 1-4=-70, 2.5=-20 = * •J Concentrated Loads (lb) S 5'IVA1 E OFVert: 8=94(F=47, B=47)10=-97(F=-49, B=-49)13=-36(F--18, B=-18) 4 s 9Om %. i OR100' k"A Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I Nss Truss Type Ply lJobTBOM Tot Hip Gbdar 1 1 Job Reference tonal w,wera rospomce. Tampa, rMrn ury, rnmoa u000„iosnua oryam w' "' D:0837CakNCJUSySDIOmCDdnydl l m•suCVMVokgRhf6fLUhpPHodsbef3u5gzYaSjyyLyCFvF 1 0 0 4-5 1 7-0-0 9.0.0 11 6 15 16.0.0 17 0 0 l 4-5-1 2 6 15 I 2-0-0 4-5-1 + 1 Seale . 129.0 US = 06 = 3x6 = 30 = 34 = 7-" 2-" 17-" LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.11 7-9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 Vert(TL) 0.30 7-9 608 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT - 20% LUMBER, BRACING TOP CHORD 20 SP No.2 TOP CHORD Strucl&al wood sheathing directly applied or 3.1-0 oc pudins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-11-0 oc bracing. WEBS 20 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (Ib size) 2.1318/0.8.0 (min. 0-1-9), 7=1326/0-8-0 (min. 0-1-9) Max Horz 2=41(LC 31) Max Uplift2--393(LC 4), 7=-395(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2988/793, 3-4=-2773l721,4-5--2635l704, 5-6=-27787728, 6-7=-3006l796 BOT CHORD 2-10— 729/2757, 9-10=-623/2635, 7-9=-691/2775 WEBS 3-10= 265/254, 4-10=-76/562, 5-9--49/548 NOTES (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=S.Opsf; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 393 lb uplift at joint 2 and 395 lb uplift at joint 7. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 154 lb down and 125 lb up at 7-0-0, and 241 lb down and 221 lb up at 9-0-0 on top chord, and 374 lb down and 83 lb up at 7-0-0, and 374 lb down and 83 lb up at 8.11.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code ' T W 4 Q. i CENSh•.!! 1 1R SIAIE OF A% ` 0, e or1fSStOpRIO # LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-4=-70, 4-5=-70, 5-8=-70, 2-7--20 Concentrated Loads (lb) Vert: 4=-135(B) 5=-194(B) 10=-374(B) 9=-374(B) Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I NSS NSS I ype ply 7JJobTBO279T02IHlpGlyder11 Job Reference(optional) rwwers r'rswume, r amps, rram %Aiy, e-wiOa :7 mb, dosnus tlr7arrl Mun: 1:/.Y10 s 7.G4 nov l e z015 vnn1: 7.o40 a Nov 10 2015 m"ex mousmes, erC. PAM DOC 04 08:27:11 2017 Page 1 ID:0837CakNCJUSySDIOmCDdnydl 1 mW -KSmtZrpNRIpWIpwhFXwWKgOkF3NTg4Fhp6TnyCPvE1- 0-0 5.1-3 7-0-0 10-8-0 14r /6.2-13 21.4-0 22 4-0 1: 5 5.1-3 1- 00-13 3-8-0 3-6.0 1.10.13 5-1-3 1-0-0 4x6 = 30 = Us = Seale - 137.7 9 3 3x6 = 6x8 = Sx6 WB= 6x8 = 3x6 = LOADING ( psq 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 OTHERS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014lTP12007 CSI. TC 0.55 BC 1.00 W B 0.40 Matrix) REACTIONS. ( lb/size) 2.1884/0-8-0 (min.0-2.4).8.1910/0-8.0 (min.0.2.4) Max Horz 2=-67(LC 25) Max Uplift2=-538(LC 8), 8=-561(LC 9) DEFL. in (loc) Well Ud PLATES GRIP Vert( LL)-0.1510-12 >999 240 MT20 244/190 Vert( TL)-0.5110-12 >485 180 Horz( TL) 0.11 8 n/a n/a Weight: 103 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-13 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-4-11 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3391/957, 3-4--3213/939, 4-13=-2883/860, 5-13=-2882/859, 5-14=-2928/900, 6- 14=-2929/900, 6.7=-3267/987, 7-8--3445/1004 BOT CHORD 2-12=-824/2907, 12-15=-940/3207, 15-16=-940/3207, 11-16=-940/3207, 11-17=-940/3207I to- 17--940/3207, 8.10= 804/2954 WEBS 4-12=-236/1062, 5-12=-511/317, 5-10=-433/247, 6-10=484/1014 NOTES ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph; TCDL-4.2psh BCDL=5.Ops1; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope); Lumber DOL-1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 538 lb uplift at joint 2 and 561 lb uplift at joint 8. 7) " Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 160 lb down and 146 lb up at 7-0-0, 141 lb down and 146 lb up at 9.0-12, 141 lb down and 146 lb up at 10.8-0, and 141 lb down and 146 lb up at 12-3-4, and 260 lb down and 265 lb up at 14-4-0 on top chord, and 383 lb down and 103 lb up at 7-0-0, 92 lb down at 9-0-12, 92 lb down at 10-8-0, and 92 lb down at 12-3.4, and 383 lb down and 103 lb up at 14-3-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. W. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). p • .\GE NS. 9< 10) - This manufactured product is designed as an individual building component. The suitability and use of this component for any ; F ••• < 1 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 a Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 : * : WIS— dO r Uniform Loads (plf) 4'o :• SIAIE OF Q Vert: 1-4— 70, 4-6=-70, 6-9=-70, 2-8=-20 fa 90 .• l OR1GP • k4 MAL ECG r Continued on page 2 erlq 4i Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss rusS I ypeply T50279 T02 HIP Girder Job Reference tional umere rrsib irm, Iarrpa, riam filly, rmnaa m-oo, JO311ue oryenl nun: 10.TV 6 r.V 1 IV r.o+V a nvu uti. ID'.0837CaMCJU5ySDiOmCDdnyd1Im-KSmtZrpNRlpWkpwhFXwWKQOkF3NTg4Fhl6;-i nyC LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:4=-141(F) 6--213(F) 12--383(F) 5=-141(F)10--383(F)13=-141(F) 14=-141(F) 15 68(F)16-.68(F) 17=-68(F) Q . v CE NSF ,•! 31 AI E OF VY/6NAL ENGW Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss russ I ype Pry TB0279 T03 I HIP 1 1 Job Reference(optional) tlUxOeB Fx8IpO111Ce. IamPa. Y181x tiny, Fxx10e JJDOtl..leS11Ue tllyalll MYf1: IJ.YN 8 /.dl ma I V [V 1p YMI: /.MV B rveV I V LV 7J IYY IBI{ OIOLRURS, Y1C. NDfI UBC IM W:6:11 [V1 / Y 1 ID0837CakNCJU5ySDi0mCDdnydI/m•K5miZrpNRe1px1; hFA;AMMSOuug8Lhp6TVVnyC E 1-0 0+ 6.3.6 9-0.0 I 12.4-0 15-0.10 I 21 0 I22 01 1-0-0 6-3-6 2 8-10 3.4-0 2.8 10 6-3-6 Scale -1 :37.7 4x6 = 5x8 = 3x8 = 06 = 3x4 = F 9 0 0 + 12 0 I 21.4-0 , O.r1.n 3.d-0 9-0-0 Plate Offsets (X.Y)-- 12:0.2.10.0-1-81,f5:0-6.0.0-2.81,17:0-2.10.0.1-81 LOADING (psQ SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.16 7.9 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 0.47 7.9 530 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(R) 0.05 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 102 lb FT - 200/0 LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb(size) 2.102310-8-0 (min. 0-1-8), 7=1023/0-8-0 (min. 0.1.8) Max Horz 2.-84(LC 10) Max Uplitt2=-217(LC 12), 7=-217(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 8.3.15 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1512/642, 12-13=-1427/648, 3-13=-1366/659, 3.4=-1230/591, 4-5=-1047/559, 5-6- 1230/590, 6-14 1338/659, 14-15=-1427/648, 7-15=-1512/642 BOT CHORD 2-11=-470/1258, 10-11--284/1046, 9.10--284/1046, 7.9=-477/1258 WEBS 3-11- 328/287, 4-11 137/368, 5.9 159/373, 6-9=-329/287 NOTES- (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2ps1; BCDL-5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-0-0. Exterior(2) 9-0-0 to 12-4-0, Interior(1) 16-6-15 to 22-4.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 7. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Oe RT •W SIATEOF 4 o Fss/., ONAL t V Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job Piss I ruse I ype my T80279 704 Common 1 t Job Reference (optional) tlusom rusrAxam, eanw, rave ury, rionoa *am*, josnua oryam , nun. ,o.a+u o r.o+ nw ,v .,.n. I— , • ,. ip xyrrgUZap2P DyCISvDID:0837CakNCJU5DiOmCDdn 11m-oHKGn ?C3xNMzV ERIt2 1- 0 0 5.7.4 10.8-0 1541-12 21 0 22 4-0 r 1 0.0 I 5-7-4 5-0-12 l 5-0.12 5.7.4 + 1-00 Seale . 137.1 4x8 = 30 = 30 = 3x4 = 30 = 30 = I 7-3.8 I 14-0.8 I 21-4-0 7- 3-B 6.9-0 - 7.3-8 Plate Offsets (X Y)-- 12:0.1.O.Edael.16:0-1-O.Edael LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) 0.06 6-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(TL) 0.20 6-8 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.05 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 98 lb FT = 20% LUMBER - TOP CHORD 20 SP N0.2 BOT CHORD 20 SP No-2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=102310-8-0 (min. 0.1-8), 6=1023/0.8-0 (min. 0-1-8) Max Hoe 2=98(LC 11) Max Uplitt2=-228(LC 12), 6=-228(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 4.4-7 oc purtins. BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.11--1578/565, 3-11 1503/579, 3-12=-1379/565, 4-12 129D/576, 4.13=-1290/576, 5- 13=-1379/565, 5.14=-1503/579, 6-14=-1578/565 BOT CHORD 2-10=-402/1323, 9-10--182/892, 8.9--182/892, 6-8=-421/1323 WEBS 4-8=-185/506, 5.8=-331/263, 4-10=-186/506, 3-10=-331/263 NOTES ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-5.Opsf; h=2511; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0.0 to 10-8-0, Exterior(2)10.8-0 to 13-8-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 228 lb uplift at joint 6. 6)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) - rhis manufactured product is designed as an individual building component. The suitability and use 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 'may O0 GE 1wF •. < 2 :• •: 1R SIATEOF • e LNAL E G Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss I russ I ype TBO279 Toy Common Girder 17 JP' y 2 Job Reference (optional) J auMm FUsI5ource, Tampa, Plan GO', Fierm 33566, ,wsnua wpm nun: i u.54u s i.w nov i u zul s rnrx: i.e4u s nov i u zui a nu ieK sausums. sic. noon ueo o+ ua:Lr:r z zur r raaQe rr ID:0837CakNCJU5ySDiOmCDdnydl 1 m-oHKGnBq?C3xNMzVtpERlt2xy8TucZTxr2mC31 DyCPvD 1-0-01 5.7.4 1 10-8-0 + 15.8-12 21.4-0 22 4-0 1-0-0 5-74 5-0-12 5.0-12 5.7.4 Srale - I a8.6 4x6 = 3x12 MT20HS II 54= - - 302 MT20HS 11 5.7-4 10-8-0 15.8-12 21-4-0 5-7-4 1 5-0-12 I 5-0.12 I 5-7-4 Plate Offsets (X,Y)-- 12:0-4-0,0-1.151,16:0-4.0.0-1-151, 18:0-6-4,0-1-81,1/1:0.6d,0.1-81 LOADING (pst) SPACING- 2.0-0 CSI. DEFL in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.06 8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.17 8-10 999 ISO MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.03 6 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 269 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x8 SP 240OF 2.0E BOT CHORD WEBS 20 SP No.3 REACTIONS. (lb/size) 2.1697/0.8-0 (min. 0-1-8), 6=3051/0-8-0 (min. 0.1.8) Max Horz 2=98(LC 26) Max Uplift2 312(LC 8), 6=-472(LC 9) Max Grav2-1726(LC 2), 6=3509(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-3143/488.3•4=-2862/446, 4-5=-2860/446, 5-6=-6417/814 BOT CHORD 2-11=-440/2737,10-11--440/2737, 9.10--640/5656, 8-9=-640/5656, 8.12--640/5656, 6-12--640/5656 WEBS 4-10=-264/2204, 5-10=-3592/518, 5-8=-238/2999, 3.10=-457/274 Structural wood sheathing directly applied or 4.8-6 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES (11) 1) 2-ply truss to be connected together with 10d (0.131'x3') nails as follows: Top chords connected as follows: 2x4 . 1 row at 0-9.0 oc. Bottom chords connected as follows: 2x8.2 rows staggered at 0.9.0 oc. Webs connected as follows: 2x4 . 1 row at 0-9-0 oc, Except member 5.8 2x4 - 1 row at 0-2.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h=25111; Cat. 11; Exp C; Encl., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2 and 472 lb uplift at joint 46. aT W, 111d 9)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. Oe CE N .• q<0110) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3015 lb down and 336 lb up a , r • 1 SF •.• < 15-9 8, and 502 Ib down a1 18.5 8 on bottom chord. The design/selection of such connection device(s) is the responsibility o1 of rs. 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.' 3 1R LOADCASE(S) Standard 4 SIATEOF Q1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 •'.• Ad At Continued Continued on page 2 a+4srllNas~ Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type Pry TBO278 T05 Connpn Grder r 1 2 Job Reference (optional) euuaers Rmf5wxw. 7arnpa, ram uny, I-wM =Db6. Jog= WYBm nun: 1 J.J*V s i W rwv 1 u imi a rrun: t.o+v a rwv iu ev v 7 w PeR mwuwa, vR:. nron uec u. vo:cr: i c cv ra c ID 837CakNCJU5ySDI0mCDdnydl 1 m•oHKGnBq?C3xNMzVtpERlt2xy8TucZTx2mC31 DyC LOAD CASE(S) Standard Uniform Loads (pit) Vert: 1-4=-70, 4-7e-70, 2-6--20 Concentrated Loads (Ib) Vert:8--2587(B) 12--115(B) NIATE OF q, NOA'•:; OR1DP S ONAI d Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I Nss Truss Type TBO279 TOG Common 3 t Job Reference tonal eumers roswo uce. r ampe, rant ury, rroras imb, menus aryant „un: 14 COWS 104 rrw ru rut o rnnu 1.0+u s r/w r u [u r o "OUR VVusuM3, M won ueo u. vo:u: r a Nr i r e ID.VW7CakNCJUSySDiOmCDdnydltm-GTte_XgdzWE 743Myy_OFU7Rs9glxw GOyczryC 5.7-4 10.8.0 15-8-0 1-0-0 5-7-4 5-0-12 5-0-0 LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 15.0 Lumber DOL 1.25 BC 0.62 BCLL 0.0 ' Rep Stress Incr YES WB 0.59 BCDL 10.0 Code FBC2014/TPI2007 Matrix) 4x6 = DEFL. in (loc) Udell Ud Ved(LL) -0.07 6.7 >999 240 Vert(TL) -0.19 2.7 >948 180 Horz(TL) 0.02 6 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No-3 BOT CHORD REACTIONS. (Ib/size) 2=781/0-8-0 (min. 0.1.8), 6=679/Mechanical Max Horz 2e177(LC 12) Max Uplitt2=-181(LC 12), 6=-137(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-1066/391, 3.8--992/405, 3.9--811/347, 4-9=-722/358 BOT CHORD 2-7=-427/873, 6-7 180/426 WEBS 3-7=-355/277, 4-7=-140/522, 4-6=-581/246 Seale -1 :33.0 PLATES GRIP MT20 244/190 Weight: 79 lb FT a 20% Structural wood sheathing directly applied or 5-4-1 oc purlins, except end verticals. Rigid ceiling directly applied or 8-11.9 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2pst; BCDL=S.Opsf; 11=25111; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) -1.0.0 to 2-0-0, Interior(1) 2.0-0 to 10-8-0, Exterior(2)10-8-0 to 13-8.0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will lit 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 181 lb uplift at joint 2 and 137 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.' LOAD CASE(S) Standard10 A Q: vIGRTENwSf••!<1 l SIAIEOF 4 D,r ••:; OR1OP 4i1 S/ONAI ENG Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job I NSs I ruse I ype ply TB0279 T07 H rdar Job Reference tonal BUMM FIrSt50UM9, Tampa, FIM Gly. HIOW8 Mbb6, JOUM Wyam nun: 7 J.Ow s /.a r uv ru cu7 a rnnc vow s rwv iv cv O nu sera srOusmas, oc. mw v W v+ v xv v cv v . ra v i ID:0837CakNCJU5ySDiOmCDdnydl 1 m-HROCsrFkgBSbHlGwrf DyTOC?GXEt Ny8V4IW56yC r 9 4-9.12 —I 12.4.9 I 17-7.7 23-0-0 + 25.2.4 30.0-0 1-0-0 1 0 0 4 9-12 2.2.4 5. 4 9 5-2-13 5.4-9 2.2.4 4-9-12 1-0-0 4x10 Mr20HS i MrNrEld 3x8 _ 3x4 = 400Mr20HS-' 5 .18 43 20 6 21 22 7 Seale a 151.6 Pp,prow tsv' 110/iph d h 9 d 1 - 101 15 23 24 14 25 13 26 27 12 28 29 11 _ 5x8 3x9 = 6xl2 Mr20HS= 3x4 = 3x8 = 2x4 II l 70-0 I 12.4-9 I IL_,Z 23-" + 30-0-0 71f11 Sd_A 5.2.13 5.4.9 7.0-0 Plate Offsets (X 1)-- 12:0-1-11 Edoel 14:0.5.12 0-1.121.17:0-5-12.0-1-121,19:0-1.11.Edoel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.26 12-14 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.6712-14 528 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.66 Horz(TL) 0.15 9 n/a We BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 174 lb FT = 20% LUMBER• BRACING TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purtins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 7-3-6 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15, 6-11 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 2=274510-3-8 (min. 0-2-4), 9.2745/0-3.8 (min. 0-2-4) Max Horz 2=67(LC 7) Max Upllft2--799(LC 8), 9=-799(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5439/1605, 3-4=-5246/1596, 4.16=-4745/1464, 16-17=-4745/1464, 5.17=-4744/1464, 5-18=-6348/1951, 18.19=-6348/1951, 19-20=-6348/1951, 6-20=-6348/1951, 6.21--4747/1465, 21.22--4747/1465, 7-22=-4748/1465, 7-8=-5248/1597, 8-9=-5441/1606 BOT CHORD 2-15=-1425/4777, 15-23=-1891/6361, 23.24=-1891/6361, 14-24=-1891/6361, 14-25=-1891/6361, 13.25--1891/6361, 13.26--1891/6361, 26-27=-1891/6361, 12.27=-1891/6361, 12-28=-1868/6348, 28-29=-1868/6348, 11.29--1868/6348, 9-11 =-I 375/4778 WEBS 4-15=-357/1738, 5-15=-1977/640, 5-14=0/459, 6-12=0/450, 6-11=-1959/632, 7-11=-357/1736 NOTES (11) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=S.Opsl; h=25h; Cat. 11, Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. r 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 799 lb uplift at joint 2 and 799 lb uplift at jorV1 W9. 8) Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss.v GE NSF'9<< 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 260 lb down and 265 lb up at 0.0; 141 lb down and 146 lb up at 9-0-12, 141 lb down and 146 lb up at 11-0-12, 141 lb down and 146 lb up at 13-0-12, 141 lb down d 146 lb up at 15-0-0, 141 lb down and 146 lb up at 16-11-4, 141 lb down and 146 lb up at 18-11-4, and 141 lb down and 146 lb u 20.11.4, and 260 lb down and 265 lb up at 23-0.0 on top chord, and 383 lb down and 103 lb up at 7-0-0. 92 lb down at 9-0-12, 9 Iai down at 11-0-12. 92 lb down at 13.0.12.92 lb down at 15.0-0, 921b down at 16-11-4, 92 lb down at 18.11.4, and 92 Ib down at T. S IATE OF • Q 20.11.4, and 383 lb down and 103 lb up at 22-11.4 on bottom chord. The design/selection of such connection device(s) is the 9 •••. p . o •. t ORIO tresponsibilityofothers. c ». • • 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Q14i'lONAL V% Continued on page 2 a+t 111800 Robert W. Wall, PE 46021 24710 State Road 54 Lutes FI 33559 12/04/2017 Job I Piss Truss Type ply T80279 T07 Hip Girder 1 1 Job Reference(optional) Bumers FirsmourCe, Tempe. P18rr1 Guy, FWr M 33565. imnua Bryant 11) 'This manufactured product is designed as an individual puilding component. building designer per ANSI TPI 1 as referenced by the building code' Run: 13.540 5 7.54 Nov 10 2015 PMI: 7.6W 8 NOV 10 2015 WTek MrA t88, M Mon 09C 0/ 0827:14 2017 Pa 2 ID-.W37CakNCJUSySDiOmCDdnydl l m-OROCsrFkgB5bHIGwfTDyTOC7GXE1 Ny8V4hA562n The suitability and use of this component for any particular building is the responsibility of the LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 Uniform Loads (plf) Vert: 1-4--70, 4.7=-70, 7-10--70, 2-9=-20 Concentrated Loads (lb) Vert:4=-213(F) 7=-213(F) 15=-383(F) 11=-383(F) 16--141(F) 17=-141(F) 18=-141(F) 19=-141(F) 20=-141(F) 211-141(F) 22=-141(F) 23--68(F) 24=-68(F) 25=-68(F) 26--68(F) 27=-68(F) 28.-68(F)29— 68(F) r SIATEOF • Q iy c • l OR10P , 4, 6NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Job T Nss Truss Type City TBO279 T08 Hip 2 1 Job Reference(optional) Butldeis FirslSource, Tampa, Plant City. Florida 33566. Joshua Bryant Run 13.540 s 7.64 Nov 10 2015 Print: 7.640 s Nov 10 2015 MITek Industries, Inc. Man Dec 04 08:27:14 2017 Pepee 1 ID:0837CakNCJU5ySDiOmCDdnydi 1 m-IfROCsrFkgB5bHfGwfTDyTOCOGPHI Pd8V4hA56yCPvB 6-3-0 15-0-0 I 21-" 23-8,10 I 30-0-0 3 —0 1 O 0 6.3-0 2-8-10 6 0-0 6-0-0 2-8.10 6-3-0 1-0-0 US = 3x8 = 4x6 = Scale a 151.6 3x6 = ra rC 1V 3x6 = 3x8 = 3x4 = US = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.18 2-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -0.55 2.13 >647 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(TL) 0.13 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 148 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.7-2 oc purfins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 2=1417/0-3-8 (min.0-1-11),8=1417/0-3-8 (min.0-1-11) Max Horz 2=-84(LC 10) Max Uplift2=-262(LC 12), 8=-262(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-2421/1004, 14.15--2333/1009, 3-15--2272/1021, 3-4=-2136/950, 4-16=-1874/887, 5-16--1874/887, 5-17=-1874/887, 6-17=-1874/887, 6-7=-2136/950, 7-18=-2272/1021, 18-19=-2333/1009, 8-19.-2421/1004 BOT CHORD 2-13=-793/2072, 12-13=-765/2228, 11-12=-765/2228, 10-11= 765/2228, 8-10=-802/2072 WEBS 3-13--322/288, 4.13=-259/697, 5.13--538/245, 5-10=-538/245, 6-10— 259/697, 7-10=-322/288 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h-2511; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9.0.0 to 25-2-15, Interior(1) 25-2-15 to 31-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 262 lb uplift at joint 2 and 262 lb uplift at joint 8. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' ., 1AM r o •• SIAIEpF • q, 90,F •:; op;vP .N # sS/ONAL G, LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 irAll-•TilklItl Job I Nss ruse I ype ply TB0279 T09 Hlp 12I Job Reference (optional) suseem Fm5curce, Tampa, Pram Gry, Roma &a5bb, Josnua unram nun: 7:7.o4u s /.a Nuv7u zul o rnnr: /.b+u s Nov lu ZU10 Nu rex UWUSures, Y7c. noon Lw uq Ve.L/: 5 4. l r ID:0837CakNC_JU5ySDiOmCDdnydl I m-Ds?OPCstVJyDRESUN_SVgZONgpTmvpHI*RjeYIre A rt- 0.9 5-9-4 + 11-0-0 F 19-0-0 24-2-12 + 30.0.0 31-0-0 0" 5- 9 4 5 2-12 8-0-0 5-2-12 5-9 4 67SB 06 = Scale . 151.6 3x6 = w ,. 3x6 _ ,.. 3x6 = 2x4 11 3x4 = 3x8 = 2x4 11 LOADING ( psf) . TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 CSi. TC 0.54 BC 0.67 WB 0.37 Matrix) DEFL. in (loc) Vdefl Ud V8rt( LL) -0.12 10.12 >999 240 Vert( TL) -0.40 10.12 >889 180 Horz( TL) 0.13 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 151 lb FT = 20% LUMBER- BRACING TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3.2.7 oc purlins. T2: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-6-9 oc bracing. BOT CHORD 2x4 SP No 2 WEBS 1 Row at midpt 4-10 WEBS 20 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. ( lb/size) 2=1417/0-3-8 (min.0.1.11), 7=1417/0-3-8 (min. 0.1.11) Max Horz 2=101(LC 11) Max Uplift2=-280(LC 12), 7=-280(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.14=-2496/984, 3-14=-2411/998, 3.15=-1972/850, 4-15=-1824/868, 4-16=-1701/854, 16. 17=-1701/854, 5-17=-1701/854, 5.18=-1825/868, 6-18=-1972/850, 6-19=-2411/998, 7- 19=-2496/984 BOT CHORD 2.13--785/2139, 12-13= 785/2139, 12-20=-524/1700, 11-20=-524/1700, 10.11--524/1700, 9. 10--794/2139, 7-9= 794/2139 WEBS 3-12--515/300, 4.12=-74/465, 5-10=-73/465, 6-10=-514/300 NOTES ( 8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.Opsf; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS ( envelope) and C-C Exterior(2) -1.0.0 to 2.0-0, Interior(1) 2-0-0 to 11.0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31- 0.0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL - I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 lb uplift at joint 2 and 280 lb uplift at joint 7. 7)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)' This manufactured product is designed as an individual building component. The suitability and use of this component for any partic building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' O • 9 cENsF • e 1 LOAD CASE(S) Standard 3*• o• SIAIEOF L 9O ••:, l OR%OP : a4masa Robert W. Wall, PE 46021 24710 State Road 54 Lutz, F133559 12/04/2017 Nss fussype lJobT80279 ITIO I Hip 2 t fob Reference (optional) BWOam FwsrdouT.e. Ian". riam uiy, r onmi:l:1DD0. JOsnua wyarn nun; IJ.DW s /.04 pwv IV ZVID rnm; f.WW s nVV IV [VID Hulas vlaU5U1Bb, Va:. NOII VaC u'• VOC/:ID N' ' raID0837CakNCJUSYSDIOmCDdnydIIm-Ds?OPCsiV JyDRESUN_SVgZPGgOXvry HldcRjeYyC A r1-0 0 6.9.4 + 13 0 0 + 17.0.0 I 23-2-12 l 30-0-0 31-0 0 1-0-0 6.9-4 6.2-12 4-0-0 6.2.12 6-94 1-0.0 SJI=- 4x6 = Seale -151.6 3x6 = Id IC IV V 3x6 = 2x4 11 3x4 = U4 = 3x8 = 2x4 II 6-9-4 13-" 17 2-0 23.2-12 30-" 6.9d 6-2-12 I 4" I 6-2-12 I 6.9.4 Plate Offsets (X,Y)-- 14:0-6-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC . 0.61 Verl(LL) -0.10 12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.31 12.13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.70 Horz(TL) 0.13 7 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 157 Ito FT = 200/6 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6.8-4 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. (lb/size) 2.1417/0-3.8 (min. 0-1.11), 7=1417/0.3-8 (min.0-1-11) Max Horz 2=-118(LC 10) Max Uplift2=-296(LC 12), 7=-296(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14--2466/937,3.14--2372/955,3.15=0782/773,4.15=.1670/794,4-5=-1503(793, 5-16- 1671l794, 6-16=-1783/773, 6-17=-2371/955, 7.17=-2466/936 BOT CHORD 2.13--737/2107, 12-13--737/2107, 11-12=-416/1502, 10-11=-416/1502, 9.10=-746/2106, 7-9--746/2106 WEBS 3-13=0/295, 3.12--702/368, 4-12--125/444, 5-10=-149/445, 6-10=-700/368, 6-9=0/293 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h-25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0.0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17.0.0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 2 and 296 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TOR 1 as referenced by the building code ' -# O At •W; '.4 NSE; ••!! f q SIATEOF • Q ys/ooNt NALStVLOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ nRs ype ply TBO279 1'.11 Common 6 1 Job Reterenoe(optional) BU90e18 FVSI501 =. Tempe. VR" Gly. F W= 33565. JOShU8 Bryan) HUn: 13.540 S 7,54 NOV 10 2015 FFM: 7.6W S MV 10 2015 Wok Ol0USMS, M Mon DSc 04 0327:16 2017 Page ID:0837CakNCJUSySDiOmCDdnydl l m-h2Z=YtVGHSprapel4Whtu6W147aVKDOzOAGAyCPv9 ft-0-q 7-9-4 + 15-" + 22-2-12 I 30.0.0 1-0 q1007-9-4 7-2-12 7.2-12 7-9-4 ,_ 0 4x6 = coo 12 Scale-1:50.8 11 3x6 = 3x4 = 4x6 = 3x4 = 3x6 10.2-3 9.7-11 10.2-3 LOADING (psq SPACING- 2-0-0 CSI. DEFL, in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.35 10.12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.71 2-12 >506 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.42 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 137 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-7-14 oc bracing. WEBS 20 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 2=1417/0-3-8 (min. 0-1-11), 8=1417/0-3-8 (min. 0-1-11) Max Horz 2=-135(LC 10) Max Uplitt2=-309(LC 12), 8--309(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.13--2369/831, 3.13=-2267/853, 3-4_ 2076/819, 4-14=-1946/832, 5-14=-1941/844, 5-15--1941/844, 6-15- 1946/832, 6-7=-2076/820, 7-16=-2267/853, 8-16=-2369/831 BOT CHORD 2.12=-614/2016, 12-17=-283/1326, 11-17=-283/1326, 11-18=-283/1326, 10-18=-283/1326, 8.10--634/2016 WEBS 5-10= 271/820, 7-10=-522/380, 5.12=-271/820, 3-12=-522/380 NOTES (7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0.0 to 2.0-0, Interior(1) 2-0.0 to 15-0-0. Exterior(2) 15.0-0 to 18-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 pst 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 = t O.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 309 lb uplift at joint 8. 6) "Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design o1 this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code." LOAD CASE(S) Standard o X 6M < 1 s* 6 cL 1 SIATEOF t ORIOP •\* 4 ss/ONAL ttV Robert W. Wall, PE 46021 24710 State Road 54 Lut4 FI 33559 12/04/2017 T Nss Piss ype JJobTB0279 T12 Job Reference Clonal W/wm Fwsmoum, Tampa, F MM Gry, V10"aa =$55, jog= Wpm Mun: 1 J.94u s /.E4 rwv 1 u Lur D rlen: /.D4u 9 rwv lu CV 7 D NY lex wiuuww, oa:. 7" wu V. voxf; I i N- / I e 1 ID 837CakNCJUSySDIOmCDdnydl l m-9E79qut71 bagSkOrbnt waSehHUOMEggaB2wglRyC r1-0 0 49-12 + 7 0-0 I 12 9 17-7-7 I 23-" 21524I30-" 31-0-0 1 O 49-12 2-2 4 5.4 9 5.2-13 5-4-9 2.2.4 4-9-12 1.0-0 Scale a 1:51.9 6x8 = 3x6 = Sx8 = 804 MT20HS-' r 4 5 /6 17 6 18 19 7 N Sx8 = 6x8 = 804 MT20HS WB= Sx8 = US II 1 7-0-0 12 4 9 17-7-7 I 23 0-0 + 30-0-0 711.n S.d.G 5.9-1'1 741.0 Plate Offsets (X,Y)-- Sx8 = 6x8 = 804 MT20HS WB= Sx8 = US II 1 7-0-0 12 4 9 17-7-7 I 23 0-0 + 30-0-0 711.n S.d.G 5.9-1'1 741.0 Plate Offsets (X,Y)-- I2:0.2.9,0.1.81,14:0-5-4,0-2-71,17:0-11-14,0.3.41,19:0.1-11,Eduel,112:0-46,0-1-81,114:0-3.8,0.4.O1 LOADING (psQ SPACING- 2-0-0 CSL DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) 0.32 12.14 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.97 Vert(TL) 0.8612-14 416 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.85 Horz(TL) 0.17 9 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 189 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-8-14 oc purlins. T2: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-7.12 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 5-15. 6-11 WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing OTHERS 2x4 SP No.3 be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (Ib/size) 2=2597/0-3-8 (min. 0.2.2), 9=3025/0-3-8 (min. 0-2.8) Max Horz 2= 67(LC 25) Max Uplitt2=-639(LC 5), 9--821(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5092/1328, 3-4=-4912/1316, 4-5=-4476/1218, 5-16=-7264/2037, 16.17--7264/2037, 6-17=-7264/2037, 6-18=-5347/1551, 18.19=-5345/1551, 7.19--5344/1550, 7-8=-5867/1685, 8.9--6033/1690 BOT CHORD 2-15=-1178/4470, 14.15=-1974/7264, 14-20=-2111/7627, 20-21--21I V7627, 13.21=-2111/7627, 13-22--211Vl7627, 12-22=-21Ilf7627, 12-23--2111/7627, 23.24=-211117627, 11-24=-211 Vl7627, 9-11=-1450/5308 WEBS 4-15=- 473/1883, 5.15=-3378/1032, 5-14=-384/1371, 6.14--491/382, 6.12- 54/894, 6.11=-2756/ 803, 7-11=-396/1981 NOTES (11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult-140mph (3-second gust) Vasd=108mph; TCDL-4.2pst; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 639 lb uplift at joint 2 and 821 lb uplift at joint `, 9. 8) Semi - rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. QDe ` GE S 4, Q 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 141 lb down and 146 lb up at 14-11-4. 141 lbdown and 146 Ib up at 16.11-4, 141 lbdown and 146 lb up at 18-11-4, and 141 lbdown and 146 Ib up at 20-11.4 nd 260 lb down and 265 lb up at 23.0-0 on top chord, and 1356 lb down and 385 lb up at 14-4-12, 92 lb down at 14-11.4, 92 lb dow at ' 16-11-4. 92 lb down at 18-11-4, and 92 lb down at 20-11-4, and 383 lb down and 103 lb up at 22.11-4 on bottom chord. The ' J / 4 design/selection of such connection device( s) is the responsibility of others. . y'Ils- O"Fd 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 LOh f't ORIOP • 4'1 particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' c G l a Co t inued on(pggetdard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 n'_S ONAL titA 12/04/ 2017 Job Piss russ I ypB Ply TBO279 IT12 Hip Girder 1 1 Job Reference Tonal BUOdm FVsISwrw, Tampa, FMM Gly, Fbrlda 33568, JOSnUa BWM KUn: 13.540 s 7.51 NOV lO 2015 PM1: 7.540 s NOV 10 2015 WTek V4USlrleS, e1C. MDn OOC 04 0e27:17 2017 PB aa 2 IDlM7CakNCJUSySDiOmCDdnyd 11 m-9E79qu171 bagSkOrbnt wa5ehHUOMEggaB2wgIRyCPvB LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4--70, 4-7--70, 7-10=-70, 2-9=-20 Concentrated Loads (lb) Vert:7=-213(B) 11=-383(8)16--141(8) 17=-141(B)18=-141(B)19=-141(B)20--1356(8)21--68(B)22--68(B) 23--68(B)24--68(B) e aT w. r Q` R' SIAIEOF • Q DtOR1DP *'i 4 SS ONAL ENG r Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job T Nss Truss Type Fly TB0279 T73 Common 2 1 Job Reference tonal euuoersrvspourtx+,ienipa,rwuury,rwnuaaaaoo„ivsnuaoryam o ID.0837CakNCJUSySDiOmCDVMWVdnydlIm-9E79W71bagSlibrbnlwaseiPUlNtF ya82wgIRyC vB 1 0 0 7.2-0 14-4.0 r 1-0.0 I 7-2-0 i 7-2-0 Sale .124.9 4x5 = I 3x6 = 2x4 II 3x6 = 7-2-0 7-2-0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) 0.09 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.23 4.5 >737 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.02 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix) Weight: 52 lb FT - 20% LUMBER, BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2.2-0 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 4=632/Mechanical, 2=719/0-3.8 (min. 0-1-8) Max Horz 2=71(LC 12) Max Uplift4--133(LC 13), 2=-162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-6=-922/349, 6-7--810/356, 3-7--793/369. 3-8--789/389, 8-9=-808/375, 4.9--919/373 BOT CHORD 2-5=-218/720, 4-5=-218/720 WEBS 3-5=0/354 NOTES (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.Opsf; h=25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0.0, Interior(1) 2-0-0 to 7.2-0, Exterior(2) 7-2-0 to 10.2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 4 and 162 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) -rhis manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 Oe PrrEsw9 S t WJ SIAIEOF Q NAL Aa 12/04/2017 Nss was I no Ply TB0279 T14 Hlp 1 1 Job Reference (optional) Adam RraGSource, Tampa, Plant Gty, Rorlda 33566, Joshua Bryant Run:13 540 a 7.64 Nov 10 2015 Pnrd: 7.640 a Nov 10 2015 MUrek Musirles, hm MDn Dec 04 08:27:1 a 2017 Page 1 ID:0837CakNCJU5ySDIOmCDdnydl I m-dRhXt Eum W X4uzl9VY97JBuKtt8zJ910INEtyCPv7 1-0-0 6 6 0 7-10-0 14-4-0 r I-V + 6 G-0 1-4-0 1 6.8.0 Seale a 124.7 4x6 = 44 = 3x6 = ZA 11 2x4 II 3x6 = LOADING (psQ TCLL 20.0 TCDL 15.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.69 BC 0.55 WB 0.07 Matrix) DEFL. in Vert(LL) -0.09 Vert(TL) .-0.22 Horz(TL) 0.02 loc) Udell Ud 5.6 >999 240 5-6 >770 180 5 n/a n/a PLATES GRIP MT20 2441190 Weight: 56 lb FT - 20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.4.14 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouldle. REACTIONS. (Ib/size) 5=632/Mechanical, 2=719/0.3-8 (min. 0-1-8) Max Horz 2=66(LC 16) Max Uplitt5=-128(LC 13), 2--158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=-938/403, 3-8=-834/421, 3-4--745/468, 4.9--832/443, 9-10--839/430, 5.10=-935/427 BOT CHORD 2.7--276/740, 6-7--274/745, 5.6--273/741 NOTES- (9) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult-140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL-5.0psf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2.0-0, Interior(1) 2-0-0 to 6-6.0, Exlerior(2) 6-6.0 to 7.10-0, Interior(1) 12-0-15 to 14-3-4 zone;C-C for members and forces 8 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128 lb uplift at joint 5 and 158 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)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 e e a sN, SIAIEOF Q iO f •• f7p P • r O,rsS pNAL 12/04/2017 Job ruse ruse we 7='M JT15 Roof Spedal 1 1 Job Reference (optional) tiuwers F@smource, Tampa. riam %AW, rorma mom, JO nua WY8111 null: 1J.7MV S /_ lRV Vn VC .IO N o / tl tl ID0837CakNCJU5ySDiOmCDdnydllm-dRhX1EumrMX4uz19VY97JBxZtvDzlbiOfNEtyC 7 1-00 5-10-0 7-2-0 9.10-0 144.0___ 5.10-0 1.4.0 I 2-8-0 4-" Scale -125.1 06 = T nN IO 3x4 = 3x4 = 30 = 5.10-0 4-0-0 14-6-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.04 2-8 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(TL) 0.12 2-8 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Weight: 62 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-5 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9.4.6 oc bracing. WEBS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (Ib/size) 6=629/0-3-8 (min.0-1-8),2=715/0-3-8 (min.0.1.8) Max Horz 2=61(LC 12) Max UpIiR6--143(LC 13), 2--153(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-963/420, 9-10=-876/423, 3-10=-870/435, 3.4--843/474, 4-5=-866/495, 5-11=-938/494, 11-12--966/486, 6.12--1036/482 BOT CHORD 2-8=-291/772, 7-8--396/957, 6-7=-347/854 WEBS 3-8=-157/455, 4-8--397/222 NOTES (8) 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opsf; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 5.10-0, Exterior(2) 5-10-0 to 12.10-0, Interior(1) 12-10.0 to 14-2.4 zone;C-C for members and forces 8 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 143 lb uplift at joint 6 and 153 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model,was used in the analysis and design of this truss. 8)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard e1iA N tk q• SIAIEOF 4 9 •• ORIOP ari.'dX S ONAL iNG' Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ Truss Type ply T80279 IT16 Root Spedal Gbder 1 1 I Job Reference Tonal muoers rasc,ou,ae. Tampa, rmm ury, rwm aaxo..xxsnue uryam nun; , a.ow a r ma row ,u N, o rnm; vow a nvv , u eu, o m„ea muamea, m. non u+ uo;er;,v eu, r " a ID 837CakNCJUSySDi0mCDdnydl l m-SdFvFav0YCgO12XDIC3Ofm6mHDHif0HMPxrUYC IVo 5-" 6 8-0 9.2-0 11-10-0 14-4 0 15-4-0 1-0-0 I 5-0-0 I 1 8-0 + 2-" + 2 8-0 2.6-0 1 0-0 Scale .126 8 4x6 = 5x6 = 9 N 30 = 3x4 = 54 = 2x4 II 30 = 5-0-0 9.2-0 11-10-0 14.4-0 r 541-0 4.2.0 I 2-8.0 I 2.6-0 Plate Offsets (X.Y)-- 14:0-3-0.0-2-01.16:0-6-0.0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.0810.11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.21 10.11 >821 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.52 Horz(rL) 0.04 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 67 lb FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1032/0.3-8 (min. 0-1-8), 7=958/0.3-8 (min. 0.1.8) Max Horz 2=51(LC 7) Max Uplift2=-312(LC 8). 7=•301(LC 9) BRACING TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purtins. BOT CHORD Rigid ceiling directly applied or 8-11.2 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=-1701/519, 3-4 1452/483, 4.5--2780/897, 5.6--2314/721, 6-7=-1612/506 BOT CHORD 2.11 409/1433, 11-12--434/1484, 10.12=-434/1484, 9-10=-392/1384, 7-9=-394/1375 WEBS 3.11=-6/411, 4-10=-400/1366, 5.10=-1381/479, 6.10=-291/1045 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=5.0psl; h-250; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psl bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 312 lb uplift at joint 2 and 301 lb uplift at joint 7. 7)'Semi•rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 234 lb down and 238 lb up at 5-0-0, and 234 Ib down and 238 Ib up at 6-8-0, and 143 Ib down and 127 Ib up at 11-10.0 on top chord, and 122 lb down at 5-0.0, and 122 lb down at 6-7-4, and 43 Ib down at 11.8.12 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." Pp • NOE NSF 4,< LOAD CASE(S) Standard •: 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase-1.25 ' Uniform Loads i * : % D Vert:1-3=-=-70, 3-4=-70, 4.5=•70, 5.6=•70, 6-8— 70, 2-7=-20 I: SIATE OFConcentratedLoads (lb) q Vert: 3=-187(B) 4=•187(B) 6=-10(B) 11=-76(B) 9=-29(B) 12=•76(B)l OR1OP f•.»..• 4t yisS/ANAL ENG,, Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job NSS Truss TypePly T8027e T17 Jack -Open Girder 1 1 Job Reference lootlona0 umm resmource. Iampa, mam wry, rmnea :f:7Jlilc.,msnua aryam 2x4 = null: 1J.aw s /.WI wwv IV NI.', IfV11. /.Q4V 5 rWV IV NIDROOP OUR YOY5111@5. m. IYWI UV1' V7 Vp:C/:Ip N I / ID:0837CakNCJU5ySDiOmCDdnydl I m-5dFvFavOYCgOi2XDjC3OfmC3HK3inYtfMPxnJyC 2-6-0 2.6.0 24;-0 Scale . 1:10.6 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) 0.00 1-3 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.12 Vert(TL) 0.01 1-3 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20/4/TPI2007 Matrix) Weight: 8 Ib FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No-2 REACTIONS. (Ib/size) 1=196/0-3-8 (min. 0-1-8), 2=80/Mechanical, 3=45/Mechanical Max Horz 1=53(LC 8) Max Upliftt=-33(LC 8), 2.-53(LC 8) Max Gravt=196(LC 1), 2=80(LC 1), 3=60(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7.10; Vult-140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=S.Opst; h=25h; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 33 lb uplift at joint 1 and 53 lb uplift at joint 2. 6) *Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)115 lb down and 32 lb up at 0-7.1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-70, 1-3=-20 Concentrated Loads (lb) ow w. Vert: 4=-115(F) Vat Itr*Oy Q0 . v GE NS•i,•.9l 1R 4 a, ;• SIAIEOF • Q 90e•'•:;OR1011" MAL Er:Va Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 I Nss I russ I ype ply lJobT60279 Tl a Mergplkh Girder 1 1 Job Referenda(optional) 61-Ide1S FBSIS0WC9, Tampa, PMM Gy, FWM 33556, JQ6hU8 eryar4 HUn: 13.5405 7.54 NOV 102015 PrrM: 7.540 8 NOV 10 2015 Mrrex MOUSMeS, a1C. MM D8C 00 06:27:20 2917 P899ee 1 ID*.W37CakNCJUSySDiOmCDdnydl l m-ZpoHSwwWWyEJ06OGwadCkGLuhWoR7ROt08 WlyCPv5 3-7-8 7-" 3.7-8 3-" 2x4 11 30 = 11xo 11 4x8 = 3.7-8 7-0-0 , 3.7-9 I 3.4.8 Seale -122.1 Plate Offsets (X.Y)-- 15:0.4.4,0.1.81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 1-5 999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.05 1-5 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 4 n/a We BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 40 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No-2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1.1066/0-3-8 (min. 0-1-8), 4=1376/Mechanical Max Horz 1=142(LC 8) Max Uphill=-218(LC 8), 4--363(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=-1657/318 BOT CHORD 1-6--385/1445, 5-6= 385/1445, 5-7= 385/1445, 7-8=-385/1445, 4-8=-385/1445 WEBS 2-5=-234/1239, 2-4--1620/431 Structural wood sheathing directly applied or 4-4-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (9) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-5.0psf; h-25ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (envelope); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 1 and 363 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) 612 lb down and 148 lb up at 2-0-12 and 612 lb down and 153 lb up at 4-0-12, and 614 lb down and 150 lb up at 6-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 9) "This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-70, 1-4=-20 Concentrated Loads (lb) : 51A1E OFVert: 6=-612(F) 7 612(F) 8--614(F) 4 ••,• o • ,: 4? O,r• . IORIC•P \A; < s/6NAL Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 Job russ Truss Type ply T80279 Vol Vslay Job Reference(optional) Bulders Fhtsoume, Tampa, Plant Gly, FlorlUe 33W. Joshua Bryant Run: t 3.5W s i.an roov tv 2v15 rnm: 7.w0 s rm i o zoi 5 noon onusmes, orc. mon uec vw uawi cvi i ra e r ID:0837CakNCJU5ySDIOmCDdnydl l m.ZpoHSwwOJ1NyEJC60GwadCkGEMhX5REoOMBWlyC r 66-0 - - 2x4 11 2 3 2x4 20 II LOADING (psi) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) n/a n/a 999 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 1-235/5-11-8 (min. 0.1-8), 3=235/5.11-8 (min. 0-1.8) Max Horz 1=110(LC 12) Max Upliftle-34(LC 12), 3=-89(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-183/265 Scale . 1:17.9 PLATES GRIP MT20 244/190 Weight: 21 lb FT a 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-5.0psf; h=2511; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) 0.7-9 to 3-7.9, Intedor(1) 3.7.9 to 5-10-4 zone;C-C for members and forces 8 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 psi bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 1 and 89 lb uplift at joint 3. 6) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard oe AT W. Q` •CENS c'•,1 r SIAIEOF • e N,om'-. iOR100, .V'1,' s/ONAL NGe Robert W. Wall, PE 46021 24710 State Road 54 Lutz, Fl 33559 12/04/2017 Nss Truss Type ply TB V02 Valley 1 1 Job Referenoe(optional) Builders RrstSoun;e, Tampa, Plant Gly, Florida 33566, Joshua errand Run:13.540 s 7.61 Nov 10 2015 Pdnd: 7.610 a Nov 10 2015 MI7ek bdustdes, bm Mon Dee 04 062721 2017 Pate 1 ID.0837CakNCJUSySDIOmCDdnydl l m-tOMfgGxe4g45xMhogdSskxpWYSzCAh1 A6gu1 rCyCPv4 4-" 4-" 2x4 LOADING (psi) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 TCDL 15.0 Lumber DOL 1.25 BC 0.20 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix) Scale . 1:12.6 DEFL, in (loc) Udell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 n/a n/a Weight: 14 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 20 SP N0.3 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=145/3-11-8 (min. 0-1-8), 3-145/3.11-8 (min. 0-1.8) Max Horz 1=68(LC 12) Max Uplift1=-21(LC 12), 3--55(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=S.Opsf; h-25tt; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 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 psl bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1 and 55 lb uplift at joint 3. 6) *Semi -rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code.' LOAD CASE(S) Standard Q •`AGEN .•! tR ' SIATEOF • Q Oys'SipNAI Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 job I Nss I fuss I ype ply TBO279 V03 Valley 1 Job Reference(optional) BUMM FWSOUrce, Tampa, PMM C11y, FIOWa 33556, JoS11Ua Bryant NUn: 13.5408 7.54 NOV 102015 P1 M 7.540 S NOV 10 ZO15 MRex MUS01e5, e1C. Mon VOC 04 09:2721 Z017 P890 1 ID:0837CakNCJUSySDiOmCDdnydI I m-1 OMfgGxe4g45xMhcgd5slapZs50_Aht A6gu1 rCyCPv4 2-0.0 2-" Scale -1:7.6 2x4 Plate Offsets (X,Y)-- 12:0-2-13.0-4-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.03 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix) Weight: 6 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 20 SP No-3 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=55/1-11-8 (min. 0-1-8), 3=55/1.11-8 (min. 0-1-8) Max Horz 1=26(LC 12) Max Upiittl=-8(LC 12), 3=-21(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 2-0-0 oc purtins, except end verticals. Rigid ceiling directly applied or 10.0.0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES (7) 1) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=5.Opst; h=25h; Cat. II; Exp C; Encl., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) zone;C-C for members and forces 8 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 pst bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3.6.0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8 lb uplift at joint 1 and 21 lb uplift at pint 3. 6)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 7)'This manufactured product is designed as an individual building component. The suitability and use of this component for any particular building is the responsibility of the building designer per ANSI TPI 1 as referenced by the building code' LOAD CASE(S) Standard R' SIATEOF ORID All ass/ONAI G,a'e Robert W. Wall, PE 46021 24710 State Road 54 Lutz, FI 33559 12/04/2017 RECORD COPY n City of Sanford Building and Fire Prevention Product Approval Specification Form 0, SUIL0,,,, Permit # # 1 7- 3 7 3 0ProjectLocationAddress: 476 Rock Grove Ln. As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging herma Tru Swinging Ext. Door (front door) FL15225-113 Sliding MI Windows Sliding Ext. Door (Standard SGD) FL15332.09-R2 Sectional Windsor Garage Doors Sectional Ext. Door single & Dbl FL15080.1 Roll U Automatic Other 2.Windows Single Hung MI Windows Single Hung window FL17676.2,9,16 Horizontal Slider Casement Double Hun Fixed MI Windows Frame Fixed Glass FL 18644.04 Awning Pass Through Projected Mullions MI Windows Mullions FL 18504.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal) 3.Panel Walls Siding Soffits Alpha Aluminum, Inc. Soff its 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 Shin les Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Millennium MMI-2 Off Ridge Vent 16568.1 Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6.Sk lights Skylights Other 7. Structural Component Wood Connectors Anchors Truss Plates MiTek Industries Truss Plates FI-2197-115 En ineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products HVAC Tie Down BMP International HVAC Tie Down FI-14239-113 Applicant's Signature Applicant's Name Please Print) June 2014 4F. , rRVRRKllt4SWN TYPICAL MASONRY WINDOW SCHEDULE WINDOW WIDTHS 21' 1 31' 1 w WINDOW CALL OUTS T' D N n 32 SW n Su 32 v 3S Sr OSn3354 14 5N n 3.54 1351 33w 31 $ I 3I54 5 N 35Y Z6) 5n 35 S SW 1 n 36 Sa 26 Su d Su 4L VM 1100,St OFENWA FOR ALL Im M. COM sliFs AIO NSTALLATM MAT VM FER rW/WACIM 5FECIF 1T015. g FEU 10 FLOOR PLRts FORSTYLE OF 00011 1ffD (5. YAE WGSFICASH- 0"..O.Q FM GLASS f W kt BErrDCr F7GM[ ao•Fse aulaswL• Iuslree eureul • snroraau on sob urara Ran raver rs r fsY6 ero asUxim pIS R• Ir f!lIET ri'"b 04306 CALI. TOP 14I. rr. . Ff. 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M a auluFonau• o•Nanusro agrVNFOCFOP 0104 O00re[FOLM-SN[Prb.Mtl IADEQ- S3/!R FT iK3101 * E` n14D a ti7[E tloE7rf,ae wu u7• t41Lw7JJSSruBMra M •Fr S0m fFOiKFm OI K 06tm YJE V w 10F6,FSr, IITrFOHIIlY rcwF6T0.Artl fD7! F6a1 0 1, 'f:L rl (pL4 4p 0 4 ot' l TL' k 11% 3-0 4 0 12. TYPICAL WOOD FRAME WINDOW SCHEDULE WINDOW WIDTHS f IO• 71' 76' ' Nom 011l-ovrs MF& 2MF& IOFG 403F& N• WVFG TOMOFG 300 F& 4M F& g36' IE3o 59 TIM 5N 3M 97 403059 Z Nr0 SH M 54 3M:! 5N 4M 5N Z j t6• l50 5t 3E60 54 W 51 1m sm 60' 3r Ei0 Sa I T00e $4 wo 5M 4zoo SM T}' GC YEQFT KASOM 0 MYSFORXL N3MI OD S ff5.0 NSWITIM Mll vAlRr FER F MWACORE SFEC-UNM FUER TO FLOM RAOFORSi11E0FMM9 M ( ME NNG•S[, CA%'tV- CS i .OR FOCED CirSS. FW ma num w•[aF Nut tawr waa e-• v[new1la11 L 310at- 1 p rJ- naaarv",zs muarzawr/ aol6we a, ag Q- raro:rv7er osarolrrawrz ro• 6c,a6 D es o- FarLEIaLTIy.pLM OdSML4m FO@MTvgFq• 6 M Wu ar p OC ax. f.v! a'JO, 00 a,YNgrim WAM $ TM'S Q . ntaberwr7nialsntuww•ae 6w eo wasrrsaLAraTlnvt IV. C7[MTYvwlLf LLwaw•OA L00FMT[©ILS O[St 001C0V01NlrM17MlMa1liRO. 00LFSY Fa19 anootauss6Lu1D@•CMILT11Y -1rfrpvwa LCU FLAIL4000v 0= 2 JAMI Ma U0100t1wNNrlallNa7 fAM K 1FOLi100. N •M•F161@ IE7 w K TOII01.Lr$ mFaiMrloFwsawnrwE FiS•OdFlr aoo tl roxa w tl6as torn nun • v FORw•narmraara STRUCTURAL NOTES uFK•ro@F morsraF JUMIAL KAM0443mw@arawo nroera 10 A MAL K= WU.O 46A CLEAR OFUM1W5 * MTFfiU6w,LOLY K am 6 M omm WSOCA OE a u wLE am K LMT PM O was'mm is Kw0i00Svkt@a a?N6H 10(ff•p(K M.y®L076 K rS,wer N0(d Kp00u•Af07EL4L 61.000 S1G. FP RRPM wONIfd0l n LLQ/IaCafE Oat10aRFER mor4 q.7mg0p01[OIOL IOt/FFS000Y100al R07 WGIN •LL ME1B.'Oa MV03.0 t• wowa6 IlEanes"ITu01FVLTIsFeeIm BOLM+a COOS • a V•010 0AN F64aI101 ATTIC ACCESS DETAIL sctay. raI ti UPPER FLOOR PLAN NOTES lua w•. r.w GARAGE RIGHT L o i $ et o..w fmm fe ' fA0 / tL u[T Yl. OOS. F aom rl•ts-F7 r•ss z oFbC1! 0dY s mralrOSTPAST Wr 4m41LMO1W r.•n OD.• aM.[]00 1t6 OO.HOO. FOaO Ml{ w1 S 0) y t1y. te. YV tlMOO F[s a0 - a.. Lao Av 6 U..L FL. - Z 0 rt[I ) U)0 Q 1 O V! F- 2138 nlc 4W(/T ILOa• /!LY hvrtT • 2BI Florida Building Code Online Page 1 Of 36N. I 1 ' Business & Professional Regulation 5C15 Nome I L" In I use "Watt- "a TO" I US he JiMProdUCt Approval R ulatian IT SUW* Smftro I Stets & FMK I PubhcnoM I FaC SaII I eCIS SIX VaP I tnas I So'O I Fl. d FL15225-R3 Application Type Revision Code Version 2024 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Emall 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 ric worwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgwnsultents.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email carry Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Certification Mark or Usting Certification Agency National Accreditation & Management Institute Validated By Ryan J. long, P.E. Validation Checldlst - Hardcopy Received Referenced Standard and Year (of Standard) Standard XCK 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 Mips://www.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 Q... 7/20/2015 Florida Building Code Online Page 3 of 3 Umits of use Approved for use in HVHZI No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: WA other: See INST 15225.5-68 (6-8 Door Products), INST 15225.5-89 (8'0 Door Products) and INST 15225-68M (6'6 Door Products Direct to Masonry) for Installation Tistriu o—ns.'N-5W'- GIa-U—ng Shall compi MW-ASTM'E1300 04. (This product approval requires the use of'J' part number doors and sidelites, which have been stained or painted within 6 months of Installation - Excludes Opaque Benchmark Door Panels.) CertifkationCertificate 5U5 1i9 G' 60C 1S225 c MAM1 certs.odf Q6blity Assurance Contract Expiration Date 12/ 31/2021 Installation Instructions Created by Independent Third Party: Yes Evaluation Reports Ye. 15225. 6 f. *Premium Series'. 'Construction 6/8 and 8/0 Opaque and Glazed Steel Door with Transoms. .I Series' and'Benchmark by with and without Sidentes. Inswing and Outswing ITherma-Tru ' with Transoms Umlts of Use ." — -- Approved. for use in HVHZ: No ' aC7 ht a-•r tic 15].5 NAMI eerts:o Approved for use outside HVHZ: Yes Qtl/31/ AssiiFSnce Contract Expiration 0 021 Impact Resistanu No Install do Design Pressure: WA Lrstallaton IptstrudioRs 5 A3 i2 IP6T iS72 Other: See INST 15225.E-68 (6'8 Door Produces) and •$],Wsue` 15225.E- 80 (810 Door Products) for Installation instructions. •s"pis Av n IMW 1=5--640n.M. Note - Glazing Shall comply with ASTM E1300-04) Ver(fled By: Lyndon F. Srhmtdt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports _ 1: Created by independent Third Party: Yes Smells : E :: Behind a. M The gate of FLOAda IS an ayt errbuoyo. . • . Urdu Ronda taw, errue addresses era putde: r--b 8 yeu do not want yow e-noa address re'W"W la ht 10 a pubpe rtDards reque9 do not Serhd derbonit maU IDthk ermty, bwMad, conUMs the onkd by pie or by Va0blorwl "MU. V Yoe have any eh . please -KW a 50.ea7.]195.'rwsio d to Scow hVW amThe erna0s phwbm Led ft addrM OMpbea f ialCOMP"w hxtwh the UMUM HHwwe ema0Odd— ere the OWWWOlint A »a do not vAth to On WrapdWpplya Arsenal address. pltlie pradde the pep —neat with 00 ~ ; p- h" Can- n tM .avat able to UM Wblk• To deOcndne If you are a Ibah9ee under Chapter ProduCt Apprwaa ACCOPLR MM®U c cd tSAFE https://www. floridabuilcling.org/pr/pTlapp dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQ... 7/20/2015 NOTICE OF PRODUCT CE • ' CATION 114 Company: Therma-Tru Corporation Certification No.: 141005329- 108 Matzfeld.Road Certification Date: 10/15/2003 Butler, IN 46721 Expiration Date: 12/3l/2021 Revision Date: 02/2412015 Product: FiberClassic Opaque Fiberglass Door Inswing/Outswingw/ and w/o Sidelites Y Benchmark by Therma-Tru Opaque Fiberglass Door Inswing/Outswing w/ and w/oSidelites Specification: ASTM F,330/E33MAS202 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 certificationlabelrepresentsproductconformitytothe., he applicable specification and that all certification criteria has been satisfied. This product has been approved for listing within NA Art represents p Product at . NAMI•6 Cet demilon p m is•aceredited . The Amen in National Standards Institute ANSI. rrl.o. Test Report Number Inswing Glazed Configuration or or Outs ; 00aQue X I/S Opaque Sin le X O/S Opaque Sin le XX 1/S Opaque Double XX O/S Opaque Double OpaqueXX1/S Double 7C3( O/S ; Opaque Double OXO/OX/XO I/S Opaque Door Sin le w/.Sidelites Glazed Sidelites OXO/OX/XO O/S Opaque Door Sin a w/Sidelites _ Glazed Sidelites OXXO I/S Opaque Door Dou le w/Sidelites_ Glazed Sidelites OXXO O/S Opaque Door Double w/Sidelites Glazed Sidelites OXXO I/S Opaque Door uble.w/SideIites_ Glazed SidelitesDo OXXO. O/S Opaque Door 1. Doubl .w/Sidelites Glazed Sidelites Maximum Size Pressure Poe/Ne 3'0" x 6'r 67/-67- 3'0" x 6 8" 67/-67 610" x 6'8" 40/40 6'0" x 6'8" 40746 W V 47/-47 610" x 618" 47/41 5'4" x 6'8" 514" x 6'8" 894" x 6'8" 40/ 40 40140 40/-40 8'4" x 6'8" 40/40 8'4" x 6'8" 471-47 8'4" x 61" .1 +47/47 Impact Rated No' No No NO No No N No No No No National Accreditation 8t Management 804) 68844--5124/Fax r( 804) 684-5122 .,.`. NAAU AUTHORIZED SIGNATURE: • -J 741-1 lY1-1' 741-1 andard 1-741-1 tandar_d f-741=I oastal i-741-1 oastal 1-741-1 1-741-1 1-lYI- tand w II-741T tandem 1-741- oastal 1-741- A NOTICE OF PRODUCT CERTIFICATION Company: Therma-Tru Corporation Certification No.: N1005331-115 108 Mutzteld Road Certification Date: 10/1512003 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/E33U 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 certificationlabelrepresentsproductconformitytotheapplicablespecificationandthatancertificationcriteriahasbeensatisfied. This product has been approved for listing within NANiI' Certified Product R:istio at' n: c :NAM1'i a tlmt m-h a Ited 'l'Aeilmeriraa National Stands Institute ANSI i Inswing Glazed Design Missl Test Report Number Configuration or or Maximum pressure Rated Comments Oa n O a ae Opaque S 3`0" x 6'8" 1' 67/-6`1 No ETC-01-741-10702.01L-2096/ITF252F VSX Single A. O/S Opaque 3'0" x 6'8" 67/-67 No E`i'C-01-741-10702.o/L,2096/1 M I F X single Opaque 6'0" x 6'8" 40/-00 No OI-741.10702.0/L-20961252FETGi'PF XX I/S Standard Aluminum AsUM1. - Double XX O/S Opaque 0" 61x6'" 40/-40 No ETC-01-741-10702.0/L-2096n7F251F Standard Aluminum A 98J Double Opaque 6' 0" x 6'8" 55/-SS No ETC-01-741-11008.0/L-215IfTTF252F XX l Coastal Aluminum Astrallal Double XX O/ S Opaque 610" x 6'8" 55/- 5 No ETC-01-741-11008.0/L-2151=17251 F Coastal Aluminum Astragal : - Double OXO/ OX/ XO US Opaque Door 5'4" x 6'8" 401-40 No ETC-01-741-11008.0/1M2151flTF252F single w/ Sidelites ._ Glazed Sidelites Opaque Door 5'4" x 6'8" 40/-00 No E.O1-741-11008.0/L-2151/1TF251F O/S OXO/OX/XO Single w/ Sidelites Glazed Sidelites 8'4" x 6'8'' ' 40/-00 No 741-110d8.0%L-215IfTTF252F OXXO I/ S Opaque Door Standard Aluminum Astragal Double w/ Sidelites . Glazed-Sidelites 8'4" x 6'8" NO E01_74{-1 1008.0/L.-2151/iTF25lF OXXO O/ S Opaque Door Standard Aluminum Asumal Double w/ Sidelites Glazed Sidelites 814" 6' 8" 55/-55 No ETC-01-741-11008.0M215InTF252F OXXO- VS Opaque Door x Coastal Aluminum A al Double w/Sidel' _ O/ S GI Sidelites Door 8' 4" x 6'8" 55/-S5 No ETC-01-741-11008.0/Ir21511I'i F251 F O O Opaque Coastal Aluminum A Double w/Sidelites. National Accreditation Glazed Sidelites Management institute, lncJ4794 George Washington Memo glElnyb, VA 230f2 Tel: (804) 684-5124/ Fax: (804) 684-5122 NAm ApTuoRmD SIGNATURE: 41t7 MASONRY T % l U MASONRY OPENIN. j TYP. HEAD OPENING JAMBS 2X 2X SUCK en 4 ' ? i. a. 4. 11 II MUWON SHOWNREFERENCEFOR HEAD I I JAMBS, II MASONRY OPENING 2X BUCK odpAgI.A., tog dotoic*ft Mtboao#odtp 3, C4n=ft a,kfio. t". r! mg OWJ-*A WETAI/e r 0=4 4" 4. TT16 MASONRYJ MULUON SHOWN FOR OPENING REF ENCE H ti JAMBS 2X BUCK'-/ M SHOWN FOR REFERENCE I II Sig BUCK ANCHORING gg 4- 4 TYP. HEAD k--ASMGALJAMBS SHOWN FOR REFERENCE 1. r. MULuON MUWONSHOWNFOR rfp. REFERENCE SHOWN FOR HEAD REFERENCE 11 JAMEIS 2X 9 SUCK '14 c" d gwTwae Oka, 1 iN MASONRY 1113t:11,11KE Alal OR I `NG FL- 15225.5-68OPENING PAIRS IN 30. IRS ' C7•' ai L T rT SEE NOTE 31 W/2X BUCK I SHEET 3 0 OEGIC J" INSTALLATION Q W/IX BUCK W a1 1 MULLION NSTALLATION T. HEAD r& AWRAGALJ SHOWN FOR 1 SHOWN FOR JAMBS REFERENCE REFERENCE ONLY 1 1S .. 1 SEE MIX '4' 1., O a 1Y I 1 1 IC 'E• .f VIEW -c- CDOUR« DDOR W/SIDELIiES WEW Vwx W/ *"of Cmumm m ndgo( m. snEUR m ooa aa® omamcemal W/ 2X BUCK 2' INSTALLATION Item DESCRIPTION Material x - 2 C. 000 bUKLWSTEEL•. tA x R Hin It o come _ STEEL 71 10 z ' 2 ' WOOD' •SC - x - 2 4 2- 3/4' ELCO VIT CONCR SCR 1 4 x 1-3 IT1V N scaw 3 N _ _ S Ayl 16 x'3-1 4 T1W ET S 1 4 x 3-1 PFH CONCR R 13 C90 TO ACI 301 ORHOLLOWBLOCK (CONFORMINGTO RETE CONFORMINGCONCRETE4 -1 4 PF}I 1iW CONCRETE -SCREW HEADERI/C. AR IN SG e . 0.3 D 21 4 RESSURE EATED SIgUM PAU 0 2 1 X 23 Q& CORRUGATED FASTENER 14 3- A' DOLIOLE. QQGB W/1X BUCK INSTALLATION 12. I' C W/2X BUCK J INSTALLNnON... W/ 1X BUCK 1!: VAINL 1 INSTALLATION AETA B A IACH ASTP G1THROW0 EMT STMKE AS SOWN. A1L ' V L` '. A G . SEE DETAIL o 1 to 11 r IIIA EXTERIOR QMIOR IWERIOR MMOR EXMIOR• fE g RMOR Ij - I MASONRY OPENING '` B MASONRY OPENINGD 4 I f SHOWN FOR II :REFERENCE I U35AAII411, I I 2X BUCK . 9.1 cvu a 11 it 2X BUCK 11 II MASONRY OPENING 2X BUCK I.Dfbu cmtA.S.GsQb6. II : EAIrG10RL1olES of tAs camera mar be ro mdnro6t the rtl6ti edge @stenos ro molfar t' 2 Cwgete anCfptlaooQont rood or UA1c on cettermllst be acpared ro Ki,too am mh edge dkk— ro 11arfar106ft *"kw d Concrete orwfio mCr be negl6ed to emwv go'MAIL. ON C;&0 '0l wdom me nlot eloeseasd t plaste onelgr tcgo. A=. I TA CONe Pi . a Wt7tblt sb . Beef 1lfA3fii ri' r r rr MASONRY ' OPENING HERO dc' JAMBS a I I _ 2X BUCK —' Jo. ' I MULLIONlI, SHOWN FOR sl II REFERENCE II ll• fl u I I ci II IJ rl F W/SIOEUTES G CK ANCHORING Vl:F1UtiINI d' W4e I i f, ,. IMUWON III 4, SHOWN MULION J TYP. HEAD do JAMBS 1 ASTRAGAL lY. I•I HEAL) REFERENCE 0 SHOWN FOR REFERENCE 1 p SHOWN FOR JAMBS REFERENCE 9 I) o FI; e 2X' • ' SHOT WNRAGFOR BUCK ( U REFERENCE r - cd ci air 1 12' is mN.T.S. 9 ONO. en 1-01Ir 4 11,. aaL . h Us toFL- 15225.57*w BLE DOOR MILSONRY S yGK ANCHORING OPENINGRUCK i ly pETAII 3'• r A owF/aTi SEE E 3 J. 1. I TYP. 1 MULLION rk JI SHOWN FOR REFERENCE ASTRA4 L'.+• sHOWN*FOR 1' 1. REFERENCE ONLY 1' 1. 1a • le 18 • 1 Iq u 1 j ' S 1 1 g , Q! T VIEW C'-C' Qa:al i DOOR W/sIDEI RFs Ll n1136 Z two 1 T w/JXSEEDETAIL- 3' r. SHOWNGA REFERENCE 1 cwi — .. ONLY 1 1 _ c 1a 1: T- - T A'• A' VIEW E'- E' flfll IRl DDOR VIEWA'- SWIM I•/ O MPIAL OOIOK== Ito DESCRIPTION - _ - Matc lol 10 II. - 2PF—H-VDOD SCRE0SEL Sc 1 TO-x' a W 4 1 - 4 PFH ElCO R RETE'SCRBV 5T 1 4 x 1-3 ITW PFH SCREW SCREW1.4 z 3- T. FH CONC- PFH SCREW 11 3 18 z -1 <. PfH CO CRETE SCREW 1 L.4'x -1 ITO MASONRY - 3000 PSI MIN. CONCR CONFORMING TO ACI CONCRETE 13OR HOLLOW .BLOCK CONFOR1111N TO.ASTM C90 1 1 < X. 2-1 P ITW CO CREW 42) JAMB PINE A= O.< 21 3 K. PRESSURESG TED SO P S 30 2' X 1' X 25 GA. CORRUGATED FASTEN. FIISTF m Od I*I tIYV• YL son" To OOOIt 1YM OWBRCIO19 C 11 1• D QUAIL '4• A DETAIL 's' ATTACH ASTRAGAL THROW DOLT 1• STRIKE PST FRAME A 1 ' DETAIL 'I' IN moi' o' SMWR mc"17717MII- EXTERIOR INTERIOR SMIOR E I WRIOR INTERIOR 49 jg INTERIOR m)))ljllIIFM"MWMI INTERIOR INTERIOR III we 21 12' ciao N.T.S. 04L er JK ° am m LFS d YAM le. FL-15225-88M n SINGLE DOOR W/S(Df m 3Q sm_ o DEfA0.S d \ SEE DEfAIIT VIEW -w deaNe s,. a at ore nwyfre oe0wW to-Oht0h the end+. ordror edpsdpifineeY.hibAdt! riotedosWAY-CNCe1RBlt:Vbeoe atedto 2 mfahlahy ro matarlob+h od °"d ce r4f anehoe m,borequded fo eroa. e.e fNAIL ON CBetHr ddneneten a+e not eoro.eded S Conalete_b" fable' .:s • r u AS rAN" „ e 1-T f ' - r 1/ 1/0 1' e IW WN ABBNOWN E., Me1•t/ SfnRfte NorFs: set into the lib with f t z1 t>a x r afn ..00a sc*ews mete are 141 at each b—ahw1' fthe dawn of 135 : 31 : 4oX &". Thee are (2) of the header at 4' tram the ovhlde corners or the Boma. mere eve f3J of the A Oft- the outride Domes 4FI tAUUIDN SH" FOR Ifr9nb' J" TTP. • JAMBS SEE LTWr 17 o SEE ' • p l MAIL T , n + SINMEDOOR Dow WLSIDIM 6 24. ly DETAILV 26 1 Y a R W R W Building Consultants, Inc. BConsulting and Engineering Services for the Building Industry C P.O. Dox zoo Vslrbo, FL 33595 Phone 813.659.9197 Florida board or Prof blond Enginw s Catifieate orAtawriation No. 9813 Scope: Product Evaluation report issued by R W Building Consultants, Inc. & Lyndon F. Schmidt, P.E. (System ID 01996) for Thermo 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 manufacturingordistributingtheproductorinanyotheren1Uyinvolvedintheapprovalprocessoftheproductnamedherein. Um/cations: 1. This product anchoring has been developed in compliance with the 51h Edition (2014) Florida Building Code (FBC) structural requirements ududutgthe'liigh Vetouity Hurricane Zone'. See the Certification Agency Cer> cafe for sores, specifications and design pressure ratings2. Product anchors shag be as fisted end sP80 as shown on details. Anchor embedment to base materiel shall be beyond wail dressing, stucco, foam, brick and other wag coverings. 3. Wood too" rhaU be installed followingInstallations instructions of ANSI AFBPA NDS 2012. All other fastener" to be Installed following fastener manufacturers inslaUaUon 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 leas than shown indtowing FL 15M.5.68• 5. Where shims are used, they must be a Idgid I stiff material that compgea with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with drawing FL-15226-5_W shoo be determined by others for specific Jobs in axordance With the governing code. 7• Site conditions that deviate from the details of drawing FLA 5225.5-68 require further engineering analysis by a licensed engineer or registered architect. Supporfing Documents: 1 ETC-0t:741-10702.0 Teat Stand8j ASTMASTME330.02 / TAS 202-94 02-94 ASTM E330-02 / E1886-02I E1996-02TEL01601-11008.0 TEL 01460147 Z. Drawing No. Ryy m Cortsuitanls, Inc. (CA *N13) No. FL-15225.5.68 3. la ns Prepared by Anchoring RW Building Consultants, Inc..(CA #9813) Shoot I of 1 is:.+inn taboratatt ETC Laboratories ETC Laboratories Testing Evaluation Lab. Sinned Wendell W. Haney, P.E Joseph L Dolden, P.E. Lyndon F. Schmidt. P.E. Slgded8$ealed llt Lyndon F. Schmidt, P,E. MteMA•'S9a18d b1P. Lyndon F,•SdiinldL P.E. ti Lyndon F. Schmidt, P.E. FL PE No. 43409 202015 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. '.X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHCR CALCULATIONS. I S. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. _ 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/ 4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO - OVERHANG LENGTH/OVERHANG HEIGHT. 10.FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH. TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #1D SMS OR -SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA. 33KS1 OR ALUMINUM 6063-T5 1/8• THICK MINIMUM TABLE OF CONTENTS SHEET NO. DES:RIPTION 1 NOTES 2 ELEVATION 3 - 9 INSTALLATION' DETAILS' " REVISIONS MCRI T10N GAIE APPAMO ADDED CHARTS 03/06/12 R.L. REVISED PER NEW TESTING 10/15/13 R.L. ADDED FLANGE INSTALLATIONS 12/06/13 R L REVISED INSTALLATION OETALS 08/05/15 R.L E SIGNED: 1 D/27/20T 5 MI WINDOWS AND DOORS LLC 11+I1IIIII, 190D LAKESIDE PARKWAY FLOWER MOUND, TX 75028 5 R'. to j o bt itSERIES430/440 XIX SGD 1 e3" x 96' REINFORCED NOTES o • TAT OF i.t•. tA. F R 0RMt' oRAwrt one No 08 03 D uu= NTS °An 02/23/09 s0 0E 9 6' MAX - 1 i 5" MAX L 17' NAX O.C. 96" T- MAX FRAME HEIGHT I 11 L 6' MAX RL:IONS REV I o=*,PnoN 143' MAX FRAME WIDTH A ADDED CKARTS B REVISED PER NEW T'_'SING C ADDED FLANGE INSTALLATIONS 6" MAX CHART v 0 REVISED INSTALLATION DETAILS WHERE WATER INFILTRA77ON RESISTANCE IS REOUIRED SEE NOTE 9 SHEET I SERIES 4301440 XIX SGD EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t40.OPSF NONE SEE CHARTS #1 AND 02 FOR OTHER UNITS RATINGS Design pressure chart (pso Frame Sir.91e Parlel en0 Total Frame W dth (in) 1*0 J0.0 1 36.D 42.0 47.7 in) KOO 108.00 126.00 143.00 PO s Neg Pot Nag Pot NV Pas Neg 84.0 40.0 60L 40.0 57.9 40.0 520 40.0 48.0 80.0 40.0 60.0 40.0 4.6 40.0 48.9 40.0 45.0 820 a a 4.0 51.7 40.0 461 40.0 42.3 96.0 4 0 6 0.0 49.0 40.0 43 7 40.0 40.0 CHART f2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED SEE NOTE 9 SHEET 1 Design pressure chart fps* Ssgle Panel OW Total Frame W dM (in) 20.0 36.0 420 47.7 10-,6 103.00 126.00 14100 s Neg Pos Meg Pos Meg Pos Neg 0 60.0 57.9 57.9 52.0 52-0 48.0 48.0 o a S4.B 489 4&9 a .0 0 6 b9.6 61 1. 46.1 46.1 423 42.3 5&5 49.0 1 49.0 437 437 400 40.0 CHART act Number of anchor lock Lions required Frame Sd191e Panel ant! Total Frame 1Mo01(in) HelgDt 30.0 26.0 42.0 1 47.7 in) 90.0 108.0 126.0 1 143.0 H&S I Jamb I HAS I Jamb HSS Jamb HdS Jamb 84.0 8 6 7 1 8 8 6 9 6 3.0 8 6 7 6 B 6 9 6 92.0 a 6 7 6 6 6 e 6 06.0 6 6 7 8 6 6 9 6 DATE APPROVED 03/06/12 R.L. 10/1S/13 R.L. 12/06/13 R.L 08/05/15 R.L of, uS332" 9 SIGNED: 10/27/2015 MI WINDOWS DANDLLC 1R II! 00 PARKWAY FLOWER MOUND. TX S028 S O ie• 0SERIES430/440 XIX SGD 143" x REINFORCED ELEVATIONSTAT 51s s va* 9 E OF 0•: DR10P• \\ 11111AL DRAW* ONC NO. 08 RN 0 111 , G\`\ scut NTS D"t 02/23/09 s"E523OF 9 REV61ONS 1/2" MIN. RLV DESCRiPrIOW DATE APPROVED EDGE DISTANCE A ADDED CHARTS 03/06/12 R.L. 1 D REVISED PER NEW TESTING 1 10/15/13 R.L. 1 J/B• MIN. C ADDED FLANGE D+STALLA71ONS 12/06/13 R.L. woOC FRAMING EMBEpu.ENT OR 2x BUCK D REVISED INSTALLA710N DETAILS 03/05/15 R L. BY OTHERS 1 3/B" MIN. 1 /4" MAX. 1/4• - MB 11- MIN SHIM SPACE y } f MAX. IACJINTERIOR i ( SPE i0 WOOD I 1/2' NIA. -T 1 SCREWEDGEDISTANCEI10 WOOD SCREW IWOOD FRAMING OR 2x BUCK BY OTHERS EXTERIOR I 11 11 11 11 11 INTERIOR LVSaI VI IMLC VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTLI E2112 pTo 1 S, 3E SET IN F APPROVED MIN, 6IENT WOOD FRAMING OR 2X 82K BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA TION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DRAV/ N: D11O ND. F. A. 08-00503 sruE NTS 6"r 02/23/09 A'=R 3 OF 9 SIGNED: 1012712015 g% vt IL 0 1 i G E M xATA 51 OF ; rim i A• R : RLY i RS • 0R10P DA' r__ _ ...... t, METAL STRUCTURE BY OTHERS 110 SUS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE i p 1/4' MAX. Ig A F SHIM SPACE EXTERIOR 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION` 10 SMS OR SELF DRILLING SCREW I TERIOR L TO BE SET IN RED OF APPROVED LAM 1 /4' MAX. I I SHIM SPACE' 1 3/4' MIN. EDGE DISTANCE INTERIOR I 10 SMS OR SELF DRILLING SCREWS METAL. STRUCTURE BY OTHERS EXTERIOR REV DESG pmo I MTE APPROVED A ADDED CHARTS 03/06/12 R L. 8 REVISED PER NEW TESTING 10/15/13 R.C. C ADDED FLANGE INSTALLATIONS 12/06/i3 R.L D REVISED INSTALLATION DETAILS 08/05/15 R.L. D JAMS INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 NOTES. I. INTERIOR AND EXTERIOR FINISHES.BYOTHERS. NOTSHOWNFORCLART. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 430/440 XIX SOD 143" x 96" REINFORCED FRAME INSTALLATION DETAILS DESIGNED IN ACCORDANCE WITH AAME2112 oR.wr: F,A, 08-00503 x"E NTS f' 02/23/09 1 51M A OF 9 SIGNED: 10/P7/P0T5 Tl E N 9 ; sTAT SEorZi0 : 14 cZOR10P G2`,- A 11`` 11DAWNS 2 1/2" MIN. eEs<Rv1uN WTE APPRLMD r EDCE DISTANCE A ADDED CHARTS 033/06/12 R.L. B REVISED PER NE1v TESTIHC :0/IS/1] R.:. 1 1/4- MIN C ADDED FLANGE INSTALLATIONS 12/06/13 R.L c EMBEDMENT 1 1/4" MIN. i/4 MAX. REVISED INSIALLATION DETNLS 08/05/15 R.L. EMBEDMENT SHIM SPACE CONCRETE/ FMASONR" — f l BY OTHERS 2 1/2• MIN OPTIONAL EDGE DISTANCE c IX SUCK INTERIOR DTOBE 1/4" MAX. OPROPERLY SECURED SHIM SPACE 3/16• TAPCON SEE NOTE 3` SHEET I _ 3/16' TAPCON [Ell [111 CONCRETE/MASONRY BY OTHERS EXTERIOR I INTERIOR SILL TO BE SET IN EXTERIOR A 9ED OF APPROVED ` 3/16' TAPCON - SEALANT ' JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRET&MASONRYINSTALLATON TO BE PROPERLY MASONRY SECURED CONCRETE SEE NOTE 3 SHEET I BY OTHERS NOTES: 1 1/4" MIN T. WTERIORAND EXTERICA FINISHES, BYOFHERS, EMBEDMENT NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a •• DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE 15 ' Z SIGNED: TO/ woi5 MI WINDOWS D DOORS LLC 00 LAKESIDEPIN FLOWER MOUND, TX 75028 ` •GEN,pF 9 1'i SERIES 430/440 XIX SOD _ 1r• OF o Sa sc tlr143E96" REINFORCED r A' FRAME INSTALLATION DETAILS D • TA' . GRAIN. DwG Nl/. REV %'•'c QRICP' 08 NTS aTE 02/23/09 SOOE5530F 9 D i ONA 110G\\\ w FOOD FRAMING OR 2X BUCK BY OTHERS d10 WOOD SCREW EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OiHERS 1/2" MIN. T EDGE DISTANCE 1 3/8" MIN. EMBEDMENT 1/4' MAX. SHIM SPACE 3/8' MIN. EMBEDMENT T- 1/2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW SILL TO BE SET IN A BED OF APPROVED SEALANT I T 3/8' MIN. EMBEDMENT 1 /2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION. WOOD FRAMING OR 2X BUCK INSTALLA77ON NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY: 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 WOOD FRAMING OR 2X BUCK BY OTHERS II_M90NS wEv OESCRIP110N DATE APP*WCD A ADDED CNARIS 03/06/12 R L B RENS'_D PER NEW TESTING 10/15/13 R.L. C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTALLATION DETAILS 08/OS/15 R. 1/4• MAX. r SHIM SPACE F.A. lE NTS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS I 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS Or/C ND. 08-00503 E 02/23/09 1 s"cr-6 OF 9 SIGNED. 10/2mo is N S` R IL D,Ij 4 o 5 *= E OF i0'`it`''cLOR10;• ? METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE 9Y OTHERS 3/4' MIN. EDGE DISTANCE I EXTERIOR nvV cnvn 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1/4' MAX. SHIM SPACE I OR 3/4' MIN. LUNG EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS L TO BE SET IN 3ED OF DROVED SEALANT METAL STRUCTURE BY OTHERS REVISIONS RLV OLSCRI/11D11 DATE APPROVED A ADDED CHARTS 03/06/12 R.L. 8 REVISED PER NEW TESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. D 1 REVISED INSTALLATION DETAILS 08/05/15 R.L JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 430/440 XIX SOD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS DRAWN: NO. owe F.A. 08-OD503 W'u NTS — 02/23/09 sNCE17 OF 9 SIGNED: 10/27/2015 RI1L/o//'/ i GENSt••vJ'/ter AT OF F 'ORIOP• : sNA ItE G` CONCRETE/ 2 1/2" MIN. MASONRY EDGEEDGE DISTANCE BY OTHERS e• 1 1/4• MIN, a' OPTIONAL 1X BUCK TO BE PROPERLY SECURED NOTE 3 SHEET 1 EMBEDMENT 1 1 4' MIN. EMBEDMENT 2 1/2- MIN. EDGE DISTANCE 1/4- MAX. I SHIM SPACE 3/16- TAPCON J 3/16- TAPCON CONCRETE/MASONRY —\ EXTERIOR 11 11 If 11 11 11 INTERIOR BY OTHERS 3/16' TAPCON, 1111 1111 1111 MASONRY/ CONCRETE BY OTHERS rSILL TO BE SET IN' j A BED OF APPROVEDISEALANT . . 1 1 1/4' MIN. EMBEDMENT VERTICAL CROSS SECTION 2 1/2- M1N, NACONCRETEMSONRYINSTALLMV EDGE DISTANCE 1/4• MAX. SHIM SPACE RCV15101.5 REV DEz:aP11DN DAIE APPROVJ A ADDED CHARTS 03/06/12 R.L. 3 REVISED PER NEW TESTING 10/5/13 R.L. C ADDED FLANGE INSTAUATIDNS 12/06/13 R.L LD REVISED 14SIALLATION 0E7AILS 08/05/15 IR L OPTIONAL 1X BUCK JAMB INSTALLATION DETAILTOEPROPERLY SECURED CONCRETE "SONRYINSTALLATION SEE NOTE 3 SHEET 1 NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 f2 IS L MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED FLANGE INSTALLATION DETAILS BRAW. Dlwr' No. F.A. 08-00503 D u .NTS — 02/23/09 1 S"ELTB OF 9 SIGNED: TO/ moi5 91111111`11/1 GENS Fes% AE OF iOE`•'c OR10?'• ? i"/1S/0NA"El` 1 5/8' MIN. EDGE DIST. TRIM INTERIOR MASONRY/CONCRETE — BY OTHERS HOOK STRIP e 1 1/4 MIN. EMBEDMENT IX BUCK BY OTHERS, iX BUCK TO BE PROPERLY SECURED 1111 I 3/ t 6" EXTERIOR —"— PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE METAL STRUCTURE BY OTHERS TRIM --,, INTERIOR HOOK STRIP R[VlS1DM5 REV CLSCRIP110N OAT[ APPRMED A ADDED CNAMS 03/06/12 R.L. B REVSED PER NEW tESTING 10/15/13 R.L C ADDED FLANGE INSTALLATIONS 12/06/13 R.L. 0 REVISED INSTA._A-ION DETAILS 03/05/15 1 R.'- 3/4" WIN. EDGE DISTANCE SCR SELF GRILLING SCREW 1/2" MIN. PANEL EDGE DISTANCE EXTERIOR INTERLOCK HOOK STRIP INSTALLATION METAL STRUCTURE INTERIOR TRIM 1 3/8• MIN. EMBEDMENT I HOOK STRIP 10 WOOD I D SCREW EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION 2X BUCKIW00D FRAMING NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE W17HASTM E21 f2 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 430/440 XIX SGD 143" x 96" REINFORCED HOOK INSTALLATION DETAILS ouw. owc no. F.A. 08-00503 W-E NTS — 02/23/09 [n[[T9 OF 9 SIGNED: 1012712015 ft I ILIO Ml'DSE OF •,o,- DNA j1EG\: I I lb GasHorneLoy in User RegistraWn Hot Topics Submit Surcharge Stats a Fans Publicatlot Ij j Product Approval uuyf \Y`1L" /usert: Public user P[ w.M r AroL'a;wri L., > APPllcatlon Detail I FL A FL15080-R1 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer WINDSOR DOOR MFG. LLC / DBA WINDSOR DOOR Address/ Phone/Email 5800 SCOTT HAMILTON DR. LITTLE ROCK, AR 72269 501) 570-9253 RBELKNAP@ W INDSORDOOR.COM Authorized Signature RODNEY BELKNAP RBELKNAP@WINDSORDOOR. COM Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ' Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the 3OHN SCATES Evaluation Report Florida License PE-51737 Quality Assurance Entity Intertek Testing Services NA, Inc. i Quality Assurance Contract Expiration Date 08/28/2018 Validated By Kurt Dietrich PE Validation Checklist - Hardcopy Received Certificate of Independence FL15080 R: [01 [crt of Ind Scales 2015 s.Ddf Referenced Standard and Year (of Standard) Standard I year ANSI/ DASMAIIS I 2005 DASMA108 2005 Equivalence of Product Standards Certified By I I Sections from the Code I I I ` f FL # Model, Number or Name Description 15080.1 RESIDENTIAL PAN DOORS MODELS 724, 426, 735, 750, 755 Limits of Use Installation Instructions Approved for use in HVHZ: No FL15080 Ri 1I 99A061-revFi JambAttarh s.odfApprovedforuseoutsideHVHZ: Yes FL15080 RI II 99A075 Lo klnstall s Ddf Impact Resistant: No FLIS080 R1 II 9 6079-revB 's.odf Design Pressure: +22.9/-26.4 Other: +22.9/-26.4 LISTED IS FOR THE 9- 0" X 7- 0" OTHER Verified By: JOHN ' E. SLATES, PE FL 51737 Created by Independent Third Party: YesSIZESANDPRESSURESARELISTEDONTHEDRAWINGSEvaluationReports FLIS080 RI AE Eva! Report; ResPan rla s pdf Created by Independent Third Party: Yes A 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, FASTEN ro WOOD 46RO WITH S 16- x 1-1/2- LAG SCREWS 2' GALV. STEEL VIEFITICAL TRACK BOLTED To f#4 TRACK BRACKETS VNTH eOxLTS. tCHc oPENING OVER ((FPp41p1oeHT /4 OOORT HEiGMT) 3 BRACKETS EACH SOE 3/4' X 1-1/2- X 13 CAGE MN. 1/4- x 1/2- LONG GALV. STEEL HORIZONTAL ANGLE. USE OIRA CARFtV E BOLT 6 HUT 1/4- x 3/4- USE(t // LLING SCCREW SNEAE14l•SCREW$- OMxisGAGEORR1133ME 0 ON THE WEIGHT INE BOOR. DETAIL D 03- (16 x 7) 74• (1s x a) 42- (16 x 7) 50' (Is x a) 2 x 7) I24- (16 X B) I GAGE GALV. STEEL S STRUTS 1 V BRACKET WITH l4 xiE ROLLER HOLDER 3' 20G4 tFpE 16 xIaXDETAIL0. 3- 10 WOE x SEE OETAL A) Srf ELAWTOPBRACKET. 2' ROLLER WITH 7/16' OUL STEM. TIRE: 7 BALL SHORT STEM 16 x 5 10 BALL LONG STEM OPTIONAL LOCK J SS FRRuTT ONQVu(PPER emT Or LEAF. (SEE OETAfL 0). LV. STEEL (l4 GAGE) COMMERCIAL 0 HINGE A ACHED fH 5 rASTENERS. GALVANIZED STEEL STRUT ATTACHED WAFT 1/4- X 3/4' LONG HEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STU) OF 1-3/6' POLYSTYRENE 21' OR 24' HIGH INSULATION OPTIMAL20GAGEENOSTELES - FASTENED WITH FOR MOO. 724. 730. TOG-L-TICS TO PA7E1. USE END GP NEHTGALV•S AND 750. 735. 426. OVER END STILES. (SEE OE1AL C) 2S CAGE ALL STOP WULbm wYLeD EVERY 9' MODELS EXCEPT STRUT ON BOTIOM BRACKET 6-0 TYPE NAL Lot 24 CAGE MOM 750. 755 1J CAGE RALV. STEELBORONBRACKET 2 ATTACHED aTT11 2 TAG SCREW 5/16' x 1-1/2- iASTEIE7ts. eormm SCREW CMl SE ABOVESECTION8-6 : o GAGE GALv STEEL CENTER STILE SECTION A —A OR BELOW ROLLER. TOG-L-LOC OR POP RIVETED TO PANELE; IOGA. COMMERCIAL GALV. STEEL TRACK BRACKETS. SEE ABOVE rAST04EO WITH STEEL) 4' CENTER 4 E RESIDENTIAL FOR SPACING . rAS7EN TO WOOD .W4BS WITH 5/10' x 1-1/2' HEX WAD SHEET METAL SCREWS. LAG SCREWS. PREPARATION Of JAMELS BY OTHERS. P.Srt IARL O17D11 SZE OCUM PRISM TEST PRE586C MOTH HDpll POWK NLGATNE POSITM MMAINE 16' 0" 7'-0' 18.7 20.8 28.1 31.2 16'-0" W-0• 18.7 20.8 MOTE* ALL NON -DESCRIPTIVE S BOLTSrER Nu F TO BE 1/ 4' x 3/4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON INS ORAWNC HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE V M ABODE VIA TESTING TO ANSI/OASMA 105-05. OETERMOIATION Or SUITABILITY FOR SPECIFIC SITES IS THE RESPONSIBILITY OF OTHERS. I' B OPTIONAL SSB OLASS LIGHTS CAR) i7 OR B• B I 4 Fko o. 120 so. OPTIONAL 1 MIN. TO AL OPEN LONG PANEL ARFA). OPTIONAL. CENTER slllEs (S COLUMNS EMBOSSES CEHT17HVICES `3 COLLMNSJ USE ONE EXTRA T IF TOPLEASF04THIHOLIpICNOIMIFOrRMILLEAmslataRAtE1O TYPICALFOR EACH 1,25' — -- 20 GAGE END STILL E20 NGAGE ENDGP3. 4 O 1 '0. I--- 2.75- —I O. DETAIL A DETAIL C p 3' 20GA MOE STRUT (16 x 7)) 3" ISGA MDE STRUT (16 x 6) O RALS NOTE DOOR MUST BE I'KSTALLED 7 / -7 7 DETAIL 8 T°R AAc s°C011'R TH TMa 6 / / SPRINGS). DOES NOT SATISFY IMPACT 116' 7 EOUIREHIE1tf5R4Mc724. 426, 730. 735, 750. 755 PART NAME: WINDLOAD RESIDENTIAL PAN DOOR DID TOLERANCE Wl 8 2866 3/10/051 RLS ^d1/6i NEXT LEVEL 28at; 1 t/t/o7 Rl8 A Hcc: i •GIs 1101 04SHT DWG. NO. SCALE PLOT SINE ORN. BY9-8-079 E.C.N. GATE: APPROV. NONE I3N 2 OF 3 f 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET. FASTEN TO WOOD JAMB WITH 5/16' X 1-1/2- LAG SCREWS — 2• GALV. STEEL VERTICAL TRACK IGGA BOLTED TO TRACK BRACKETS WITH 1/4--20 X 5/6' TRACK BOL OPENINGHEIGHT NOT OVER DOOR HEIGHT) DETAIL E - 4 BRACKETS EACH SIDE 3/4' X 1-1/2' 0) 1/4' CANn4a BOLTS X 13 GAGE MIN. GALV. STEEL HORIZONTAL ANGLE. 1/4' x 3/4' SHEEN METAL EXOGSCREWSI4• x 3/{' 1 EX IIEAO SELF 2' CIALV. STEEL HORIZONTAL ORLUNG SCREW TRACK 16 GAGE OR 13 GAGE DETAIL D BASED ON THE WEIGHT OF THE DOOR. 1.25' 63• (IB X 7174" 16X6 3' SEE OETAIL 'E' E 2.75' ADETAILA 42' (18 X 71 3' 18W WIDE STRUT 50' 18 X 8 2r is x 7124• 18 x B 20 GAGE ENO STILES - FASTENED WITH TOG-L-LOCS TO PANEL. USE ENO CAP OVER ENO STILES. ( SEE OETA4 C) STOP MOULONC MAILED EVERT I' 6-0 TYPE MAIL WON. E SECTION 8-B \ 13 CAGE GALV. STEEL WNOLOAO TRACK BRACKET . SEE Al FOR SPACYNC. FASTEN TO WOOD JANBS WITH S 16• X WS 1- LAG SCRE8 WASHERS. PREPARATION JAMBS OFJAMBYOn SEE DETAIL ' E•. P.S. F. TABLE DOOR SZE I DESIGN PRESSURE I TEST PRESSURE WIDTH KEOiR POSRWE NEGATIVE Poww KGATITE 13'-0" 7'-0" 18.7 20.8 28.1 31.2 18.7 20.8 1 +28,1 317 1/2• POLYSTYRENE INSULATION STANDARD FOR MODEL 735. — 13 CAGE GALY. STEEL MP BRACIV rlm 10 GAGE ROUAR H OLG01. NO1E n" r ROLLER Nmw CWIL IS TURNED DOWN. SEE OCTAIL M STRUT JUST BELOW TOP BRACKET. 2' HURRICANE ROLLER WITH 7/15' OIA. LONG STEM. TIRE: STEEL 10 BALL OPTIONAL LOCK OF GALV. STEEL ( 14 GAGE) COMMERCIAL ENO HINGE ATTACHED WITH 6 FASTENERS. SEE DETAIL B 4' X 16" AIR VENTS ST I ON UPPER GPAART OF 4 REO' 0. 120 S0. LEAF.Dn( SEEOETOVERNI B). 1AREA).w OP71DOw V OPENGALVANIZED STEEL ATTACHED TRH1/4- LONGHEXHEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) 1-3/8' POLYSTYRENE 21' OR 24' INSULATION OPTIONAL HIGH PANEL FOR MOO. 724, 730, GALV. AND 750. 755, 426. PREPAINIED STEEL 25 GAGE ALL STRUT IN MIDDLE OF MODELS EXCEPT BOTTOM SECTION. 24 GAGE MODEL 750. 755. 13 GAGE GALV STEEL BOTTOM CH BRACKET ATTACHED WITH 3 FASTENERS. BOTTOM 2 SCREW CAN BE ABOVE OR BELOW ROLLER. T SECTION A - A 20 GAGE GALV. STEEL CENTER STILE TOG-L-LOC OR POP RIVETED TO PANEL 18 CACE CALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH (4) 1/4' X 3/4' HEX HEAD SHEETMETAL SCREWS, NOTE: ALL NON-OESCRIPTIVE FASTENERS SHOWN TO BE 1/4'-20 X 5/6' HEX BOLTS N NUTS OR 1/4' X 3/ 4' LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES LISTED IN THE TABLE ABOVE VIA TESTING TO ANSI/OASMA 108-05. DETERMINATION OF SUITABILITY FOR SPECi1C SITES IS THE RESPONSIBILITY OF OTHERS. OF USE TWO EXTRA SELF DRILLING SCREWS THROUGH HINGE LEAF, ENO STILE h RAIL AS SHOWN. TYPICAL EACH ENO HINGE. L.H. NOTE: GLAZING DOES NOT SATISFY IMPACT DEBRIS REQUIREMENTS IN MC FL 15080 CONSTILUCTION STRUTS 7' OR 8' B LONG EL EMBBOSSES CENRiR STILES (7 COLUMNS) CENTER HINGES (3 COLUMNS) 20 GAGE END STILES 16 GAGE ENO CAP DOOR MUST BE INSTALLED RHER AN ELECTRIC OPERATOR LOCK MUST ENGAGE BOTH i ON RS WITH EXTENSION P.O. Box 8915 LITTLE ROCK. AR W mln valR 72219-8915 1(501) 562-1872724, 426, 730, 735, 750, 755 PART NAME: WINOLOAD RESIDENTIAL PAN DOOR W1 B 12/15/ 11 RLBTOLERANCEYI//64 Awl1: 1' 2866 3/ 10/08 RLS NEXT Z PLOT DATE: 11 107 ORN. BY BH DWG DWG, NO. 99- B-079 2848 11/1/07RLBE.C.N. GATE: APPROV. SCALE NONE 3 OF 3 GALV. STEEL HORIZONTAL TRACK. IS Wit OR 13 CAGE BASED ON THE WEIGHT OF THE DOOR. 7;C2" U//44-X'J/4' HEX READ SELF 3/4' X 1-1/2' X 13 GAGE MIN. OR4LNG SCREW 1/4- X 1/2- LONG Gi6t1AGE SOU t NUT GALV. STEEL HORIZONTAL ANGLE. 13 GAGE GALV. STEEL TRACK SPLICE SIIEEI 24, y/REWS• OR MG BRACKET FASTEN TO WOOD AAL SC JAMBS WITH 5/16- X 1-1/2' uG SCREWS. DETAIL D 2" CALV. STEEL VERTICAL TRACK BOLTED TO TRACK BRACKETS WITH 1/4'-20 X 5/8" TRACK BOLTS. 18" (9 X 7). TOGA. (9 X 8). OPENING HEIGHT I III 83' (9 x 8) NOT OVER DOOR HEIGHT) 2 BRACKETS EACH SIDE) COMMERCIAL (B % 7) 7) 1/2 POLYSTYRENExt[V42'x 8) 3 BRACKETS EACH SOE) INSULATION STANDARD COMMERCIAL (9 X 8) FOR MODEL 735 20 WCE ENO STILES — FASTENED WITH TOC—L—LOCS TO PANEL USE ENO CAP OVER ENO STILES ON 9 X S. 21" OR 24' TAIL C. HIGH PANEL STOPMOULDING NA6E0 EVERY 12' GALV. AND PREPAINTEO STEELTYPENAILMIN. 25 GAGE ALL MODELS EXCEPT 24 CAGE MODEL 750. 755 r VG 9CREW — 5/16' X 1-1/2' SECTION B-8 GAGE LV. STEEL CENTER STILEGALV. TOG—L—LOC OR POP RIVETED TO PANEL. IOG1. COMMERCIAL GALV, STEEL TRACK BRACKETS. SEE ABOVE 113 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL SECTION A - FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/I6' X 1-1/2" FASTENED WITH (4) 1/4' X 3/4' LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. HEX HEAD SHEET METAL SCREWS. P.SF. TABLE DOOR SIZE O GN P IRE TEST PRESSURE WIDTH IE1GIIf POSITIVE NEWWi POSITIVE NEGATIVE 9'-0" 7'-0" 22.9 26.4 34.4MV-0" 8--0' 19.2 22.2 28.8 NOTE: A1/L NON—OESCRIPTIVE FASTENERS SHOWN SS/ BOLAS k NUTS OR TO BE 1/4' X 3/4" LONG HEX HEAD SHEET METAL SCREWS DOORS SHOWN ON THIS DRAWING HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES ._. pj Tjy7 - ---- LISTED N THE TABLE ABOVE VIA TESTING TO ANSI/OASMA LOB-05. 972 482-9300 MMeabnol Englneve seal DETERMINATION OF SI11TA84R1• FOR SPECIFIC SITES S THE RESPONSIBILITY OF OTHERS. pnwKoed may Tor reMcatien alydbe0 eonMlelIon detail.. 16 GAGE DALY, STEEL TOP BRACKET WITH 14 WE ROLLER HOLDER SEE DETAIL 0) uawa l 2" ROLLER WITH 7/16' 00. STEM. TIRE: NYLON OR 7 BALL STEEL (9 % 7). 2 ROLLER WITH 7/16- 01A STEM. BWAR) TIRE: 7 BALL STEEL (9 X 8). , OR 5' OPTONAL LDCK NOTE• DOOR MUST BE INSTALLED WITH EITHER AN ELECTRIC OPERATOR OR A LOCK (MUST ENGAGE BOTHTRACKSONDOORSWITHEXTENSIONS (SIR STILESSPRINGS). 3' 20W ANO HNOI SEE DETAIL A) (4(' X 16' AIR VENTS (1 COLUMN) 91 14MIN.. TOTAL OPEN GALV. STEEL END HINGE COMMERCIAL AREA). OPTIONAL ATTACHED WITH 5 FASTENERS. 1.25' 14 WGE. (SEE DETAIL C). ATTACHE EO STEEL STRUT. LONG HEX HEAD SELF DRILLING SCREWS. -Ti2PERVERTICALSTILE) I THIS STRUT ON HINGE 1 USE ONE EXTRA SELF LEAF. (SEE OCTAL C)_ORIWNO SCREW THROUGH OTHER STRUTS INN E TOP LEAF OF LANCE. OF TOP h BOTTOM SECTIONS. 2,75" I ENO SIRE R RAA.. DETAIL A 20 CAGE END STILES 3' 200A WIDE STRUT 1-3/0' POLYSTYRENE INSULATION 0 OPTIONAL FOR MOO. 724, 730 T44750. 755, 426. O 0 OO 13 GAGE GALV. STEEL. BOTTOM BRACKET 0 ATTAC IEO WITH 2 FASTENERS BOTTOM SCREW CAN BE ABOVE OR RARS BELOW ROLLER. 20 WE ENOCAPUSED ON L.H. 9 x 8 DOOR ONLY NOTE: GLAZING DOES NOT SATISFY IMPACT DETAIL C 9 X % A DEBRIS REQUIREMENTS 94 FEIC X FL15080P. O. BOx 8915 Oit DOOR 722 98i 5 "R 501) 562-1872 MODELS: 724, 426. 730, 735, 750. 755 PART NAME: WINDLOAO RESIDENTIAL PAN DOOR W 1 B 12/15/ 1 1 RLIB TOLE— CE FRAC•! 1/64 oEc t .015 Nil k 1. 2866 3/10/08 RLB NEXT LEVEL PLOT SCALE DATE 11 1 07 ORN, BY BH DWG. NO. 99- B-079 284811/1/07 RL8 E. C.N. DATE: APPROV. SCALE NONE SHT 1 OF 3 13 GAGE STEEL TRACK SPLICE OR FLAG BRACKET, 3/4' % 1-1/2- % 13 CAGE M IN. 1/4' X 1/2- LONG FASTEN TO W000 JAMB CALK. STEEL HORIZONTAL ANGLE. USE CARRY -GE BOLT k N WITH 5/16' X 1-1/2' 1•IX 3 4- LAO SCREWS HEX HEAD SELF IMING SCREW FORSHfEf2LEYAL SCR 2• GALV. STEEL HORIZONTAL 2' GALV. STEEL TRACK 16 GAGE OR 13 GAGE VERTICAL TRACK BASED ON THE WEIGHT OF THE DOOR. 16GA . BOLTED TO II4 THICK BRACKETS DETAIL DWITHI/4--20 x 5/e• TRICK BOLTS. 83• (le X 7) 74- (16 X 8) _ OPENINGHEIGHT 4 NOT OVER OR HEIGHT) 42' (18 X 7) 50' (16 x 8) q3 7) 1/2- POLYSTYRENE BRACKETS EACH SIDE 24 (18 x 8) INSULATION STANDARD FOR 93 I MODEL 735--, 20 GAGE ENO STILES - FASTENED WITH TOC-L-LOCS TO PANEL. USE ENO CAP OVER ENO STILES. ( SEE DETAIL C) 6STOP MOULDING NAILED EVERv M- 6- 0 TYPE NAIL MN. JT-- SECTION 8—B IOGA. COMMERCIAL CALV. STEEL TRACK BRACKETS. SEE ABOVE FOR SPACING. FASTEN TO WOOD JAMBS WITH 5/16• % 1-1/2 LAG SCREWS. PREPARATION OF JAMBS BY OTHERS. P. SF. TABLE DOOR SZE I OMM PRESSURE 1 TEST PRESSURE WIDTH NEKHT FO5111VE NECATIVE I POSTNE NEGIINE 16'- 0- 7'-0" 18.7 20.8 28.1 31.2 16'- 0" 8'-0" 18.7 20.8 28.1 31.2 16 GAGE GALV. STEEL 5 SMUTS — TOP BRACKET WITH 14 •3. 20GA WIDE ((16 % G4CEROLLERHOLDER3- ISG4 WOE(18 % SEE PETAL 0. (SEE DETAIL A) STRUT JUST BELOW TOP BRACKET. 2' ROLLER WITH 7/ 16- iiOEEIA STEM. X57)0.7 BALL SHORT STEM PXe10BALLLONGSTEMOPTIONAL LOCK -/ STRUT ON UPPER PART OF SECTION O R HW LEAF. ( SEE ETNL 8. GALV. STEEL 14 GAGE) COMMERCIAL ENO WINCE ATTACHED WITH 5 FASTENERS. GALVANIZED STEEL STRUT ATTACHED WITH 1/4- X 3/4' LONG NEX HEAD SELF DRILLING SCREW 2 PER VERTICAL STILE) STRUT ON UPPER PART OF SECTION OVER HINGE LEAF. ( SEE DETAAINL0). LYSTYRENE INSULATION OPTIONAL 21' OR 24' HIGH FOR MOO. 724. 730. PANEL GALV. ANDVArrACHED 750. 755, 426. PREPAINTED STEEL 25 CAGE ALLSTRUT ON BOTTOM BRACKET MODELSEXCEPT24 CAGE MODEL 750. 755 GAGE CALK. TSTEEL ONBRACKETWITH2LAC SCREW 5/16- X 1-1/2. TENERS. BOTTOM OVESECTIONA —A pOR 8LOWROLLECAN R. 20 GAGE GALV. STEEL CENTER STILE TOG-L- LOC OR POP RIVETED TO PANEL NOTE: GLAZING DEBRIS i18 GAGE GALV. STEEL CENTER HINGE RESIDENTIAL FASTENED WITH ( 4) 1/4' X 3/4' HEX HEAD SHEET METAL SCREWS. NOTE ALL NON -DESCRIPTIVE FASTENERS SHOWN TO BE 1/4'- 20 X 5/e' HEX BOLTS & NUTS OR 1/4' X 3/4• LONG HEX HEAD SHEET METAL SCREWS. DOORS SHOWN ON THIS ORAWINC HAVE BEEN DEMONSTRATED TO WITHSTAND THE PRESSURES IX -PE 58308-F-2203 LISTED IN THE TABLE ABOVE NA TESTING TO ANSI/OASMA 108-03. 972 51737 -92-900DETERMINATION OF SUITABILITY FOR SPECM SITES IS THE RESPONSIBILITY OF OTHERS. Piafusla'ol E"glnwr• •'d pow.a ody I« vvirxation hIdI00J WnVLNdiO" A,Eo9F USE ONE EXTRA SELF ORLLINC SCREW THROWN TOP LEAF OF HINGE, ENO STILE & RAIL. TYPICAL. FOR EACH DETAIL B STILES COLUMNS HNOES 3 COLUN F- 1 f- 2. 75'I DETAIL A 3- 20GA MAOE STRUT (16 X 7) 3- 18GA MOE STRUT (16 X 8) SMUTSSTRVGIION OPTIONAL LONG PANELEMBOSSES20 CAGE ENro. STILES 20 GAGE ENO CAP DETAIL C NOTE DOOR BE INCSTALLED MWUST IOCKR ENN BOTTTITOR116' Y %7OARA MUST TRACKSON RS WITH EXTENSION SPRINGS). T FL 5- 0 01 16' X 8' BOX89ROCK F 9 89151) 562-1872 724, 426, 730. 735, 750. 755 12/15/11 RL8 I "'- 2866 3/10/ 08 RL8 FRG•t 2848 11/1/ 07 RLB N E.C.N. DATE: APPROV. SN N N0 NNOLOAO RESIDENTIAL PAN DOOR W1 6 DATE: DWG. NO. t 07 99- 13-079 Florida Building Code Online Pagel of 4 rLI7676.9 Regulation r Fbrida DVaM lefitd BOs Mome I Log In ( User ReglstraWn I Hot 70P; j SuDdt Surcho ge Stats 6 Facts I Ptit tatlons FBC stag DOS Site Map Links Search Busines ssial ®Product Approval Profe USER: Public User Regulation product ADD10Va1 Menu > PtOAu[t Or Aooll®tlOn Stat[I[ > Application Lis[ > Application Detail FL it FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved CJ MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2S60 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE CJ Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 22/03/2015 22/04/2015 12/06/2015 Year 2008 https:Hfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 da Building Code Online Page 2 of 4 It Summary of Products FL Model, Number or Name Description . 17676.1 3540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other. LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH 36 x74 Fin.ndf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other. LC-PG40. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 36x84.Ddf 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 GAG APC 3540 Fin 40x66.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/26/2026 Design Pressure: +35/-45 Installation Instructions Other: R-PG35. Units must be glazed in accordance with FL17676 R2 II Install - 3540 SH Fin 40x66.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.4 13540 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 11 Install - 3540 SH Fin 44x63.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.5 3540 SH 44x72 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 44x72.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/01/2017 Design Pressure: +35/-47 Installation Instructions Other: R-PG35. Units must be glazed In accordance with FL27676 R2 II Install - 3540 SH Fin 44x72.Ddf ASTM E3300-04. 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 Verified By: American Architectural Manufacturers Association Created by Independent Third Party: oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 3 of 4 Evaluation Reports Created by Independent Third Party: 117676.7 13540 SH 1 52x84 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 FL176767676 R2 C CAC APC 3540 Fin 52x84 odf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions FL17676 R2 II FL17676 RI II Install - 3540 SH Fin 52x84.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 36x74 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fr 27676 RZ C CAC APC 3540 FLS 36x74.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 08/28/2017 Design Pressure: +35/-SO Installation Instructions Other. LC-PG35 FL17676 R2 II 08-01252B 7.Ddf Verfed By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512854B 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.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40 FL17676 RZ 11 08-01372 511989.0f Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL176767676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 3540 SH 44x72 Finless Frame Limits of Use Certification Agency Certificate Approved for use In HVHZ: No FL17676 R2 C CAC APC 3540 FLS 44x72.Ddf 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 11 08-01247B 10.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports R2 AE 511849B 1247.DdfFL17676 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.ndf 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 lI 08-01371E II.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511988B 1371.Ddf Created by Independent Third Party: Yes 117676.12 13540 SH 1 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 RZ C CAC APC 3540 FLS 52x62 odf Quality Assurance Contract Expiration Date 08/27/2027 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfioridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG 1... 5/26/2016 A I Florida Building Code Online Page 4 of 4 IFL17676 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 52x72.0df 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 FL27676 R2 11 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.odf Created by Independent Third Party: Yes 17676.14 3540 SH 52x84 Finless Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 FLS 52x84.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 FL37676 R2 II 08-01514 512141.odf Verified By: Luis R Lomas, PE PE-62S34 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 512141 3S40 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- Approved for use outside HVHZ: Yes R2 C7326.01. 3540.AWS.IG.FIN.48X72.R3S.(0720161 Impact Resistant: No . Rev.Odf 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 Testedl.0df Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.16 3540 Triple SH 108x74 Fin Frame Triple CHS Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other. LC-PG35. Units must be glazed in accordance with FL17676 R2 11 Install - 3540 SH CHS Fin 108x74.odf ASTM E3300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: flack Nest Contact us :: 1940 NorM Nonroe Street TaOahaisee FL 32399 Phone: 850.487.1824 The State of Florida Is an AA/EEO employer. Cowrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessiblitty Statement :: Round 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 mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.407.1395. -Pursuant to Section 455.275(l), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emits 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 winch can be made avallable to the public. To determine it you are a licensee under Chapter 4SS, F.S., please click hne . Product Approval Accepts: CreditSAFE https://floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 I Vardator,/ OpeiaOom AONnlshetar) MI Windows & Doors, LLC P.O. Box 370 Gratz, PA 17030-0370 Attn: Rick Sawdey AAMA CERTIFICATION- PROGRAM AUTHORIZATION FOR PRODUCT CERTIFICATION The prbduct dekmid below is bweby approved forlisling1n.the next issue of the AiAMA Certified Prod<rcls Direc1d y: The approval Is based on sur. ssful rbmplellon of bests, and the mporonit t4 the Admdrilstrator Qf the resulis of.i0.sls, a000pnyai ied by related dravutrrgs; by an AALKAocredited.taboratory. 1. The listing below Will Iie-added to the need published AAMAtdrtified Products'Directory. SPECIFICATION RECORD OF PRODUCT TESTEDAAMA1WDMA/CSA'1011LS?lA440-08 LC-PG40•-014M34 (3W4)-H Negative Design Pressure = -50 psf COMPANY AND CODE CPD NO. SE UES MODEL-& PRODUCT DESCRIPTION MA)OMUM SIZE TESTED 3540 SH.(FINLESS) FRAME SASH , MI Windows 8 Doors, LLC 7157 PVCuOiXj(IG)(INS GJ.) 914 mm x 2134 mm .. i .867 mrta x 892 mnt fie= MT.L REINFj(T ILT)(ASTM) 310" x 7'0'*) 2.This Certification will expire.July 27, 2020 (extended frnm:July27,:2015 per AA. MA 10314a) and requires validation untilthen by continued listing.in•the•euntritAAMA Certified Products, Directory. 3. Product Tested and Reported * Architectural Testing, Inc. Report No.: 81910.01169.47 Date of Report: August 15, 2011 ' Date: April 16, 2015 cc: AAMA JGS ACP- 04 (Rev.1/11) Validated for Certification hes,, tedLaboratoriInc. Authorized for Certification Dt=Z- 14 Ameri&A Architectural Manufacturers Association 36" MAX. FRAME WIDTH 4" MAX. ANCIIORS TO BE EQUALLY SPACED. SEE ANCHOR CHART SHE17 1 FOR WIT SIZC AND ANCHOR QUANTITY O / 84" MAX. FRAME HEIGHT X L 4" MAX. I SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW EXTERIOR VIEW DESIGN PRESSURE RATING IMPACTRATING 40.01-50.OPSF NONE Number of anchors requked al each smb HelgN 0n) Penal wldlh 24.0 30.0 136.0 24.0 2 1 2 1 2 70.0 2 1 2 1 2 38.0 3 1 3 1 3 42.0_ 3_ 3 _ 3 48.0 3 3 3 54.0 3 3 4 00.0 4 4 4 55A 4 4 4 Uo 4 4 5 18.0 4 4 5 84.0 4 5 5 TABLE OF CONTENTS SHEET NO.1 DESCRIPTIO14 ELEVATIONS. ANCHORING LAYOUTS AND NOTES 2 - 3 INSTALLATION DETAILS Rc+rs GNs OE908PIION M1E aN tpiEp NOTES: 1) THE PRODUCT SHOWN HF;REIN IS DESIGNED AND MIV4UFACTURED TO COMPU( WITH REOUIREMENTS 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 114E ARCHITECT OR ENGINEER OF RECORD, 3) 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OT RECORD. 4) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5) FRAME MATERIAL: EXTRUDED RIGID PVC. 6) SASH UNITS MUST BE REINFORCED WITH GVL-451-020 STEEL REINFORCEMENT. MEETING RAILS MUST BE REINFORCED WITH RF-I04S-020 STEEL REINFORCEMENT. 7) UNITS MUST BE GLAZED PER ASTM E1300-04. 8) APPROVED IMPACT PROTECTIVE SYSTEM IS RECUIRED FOR THIS PRODUCT IN RIND BORNE. DEBRIS REGIONS. 9) SHIM AS REOUIREO AT -EACH INSTALIATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16- OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 10) FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH 10 ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 5/8" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION' DETAILS. i i) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #8 WOOD 'SCREW WITH SUFFICIEIT LENGTH TO ACHIEVE A 1 3/16" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS: 12) ALL FASTENERS TO BE CORROSION RESISTANT. 13) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT GE USED IN SUBSTRATES WITH 51RENOTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELLOW: A. WOOD - MINIMUM SPFCIFIC GRAVITY OF (7-0.47 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI C. MASONRY. - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 TOR GREATER). SIGNED: 101212011 D DOORS S\51R 1L0''"/" 650IAST. MARKET GRANTZ, PA 17030=0370•C6'N;pR'9s+% SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW 0 * _ STEEL REINFORCED - NON -IMPACT 36" X, 84,y El1' ELEVATION, ANCHORING LAYOUT AND NOTES ta_ zy0 _ A E OF rr.Z DRAWN: DwG No. REV V.L. 1. 08-01372 1 - 10/17/11. IDLL'1 OF 3 RCOSONS oacFwDON Wit "PROoTU 7.X DUCE/ .VOOD FRAMING - \ BY OirIERS. 2X FUCK TO BE FP,OPERLY SECURED \ i FL4NCE TO BE I/4. MAX.1 3/tti MIN. I < MAX. SIT IN BED OF APPROVED SEAL -ANT SHIM EMBEDMENT SHIM HEA!? 10 BE SET IN A BED OF APPROVED r 18 WOOD SCREW CONSTRUCTION SELANT / INTERIOR 1 — 2X BU,K/Y.00D FRAMING BY OTHEPS. 2X BUCK TO EXTERIOR l --- T INTERIOR BE PROPERLY SECURED / a •._ w - Jy EXTERIOR FLANGE TO BE - SET IN BED OF SILL TO BE SET IN APPROVED SEALANT HORIZONTAL CROSS SECTION BED OF APPROVED 2X SUCWKWO FRAMING INSTALLATION CONSTRUCTION ADHESIVE — - FLANGE TO BE - 1/4" MAXFr SET IN BED OF a ZHIM APPR%-A(ED SEALANT 21: UUCK/WOOD FRAMING BV 01HERS. 2BUCK TO VERTICAL CROSS SECTION BE P :OFERLY SECURED ?X SUCKANOOD FRAMING INSTALLATION NOTE: INTERIOR AND EXTERIOR FINISHES, BY OTHERS N07 SHORN FOR CLARITY. MI WINDOWS AND DOORS 0\1111il/III/ A; 650 WEST GRANTZ. PAARKET 117030-03 OT 0 6 # SERIES3540FINLESSPVCSINGLEHUNGWINDOWSTEEL REINFORCED - NON -IMPACT 36' X 84 TAT; INSTALLATIONDETAILS•• OF ; O Fss RIoE ilAiill?\` DRAxR. DOG %D 08- 01372 Ev NTS — 10/17/11 A'¢T2 OF 3 uA;;O`JRY/i3ONCREI E BY OTHErS PTIONAL I X BUCK BY OTHERS. D% BUCK TO BE OnPERIY SECURED. SEE NOTE 3 SHEET I FLANGE TO BE SEIIN WED OF APPFZa,/E0 SEALANT EXTERIOR FLANGE TO BE SE"N BED OF APPROVED SEALA-AT OPTIONAL 1X BUC. BY OTHERS, IX BUCK TO BE PROPERLY SECURED. SEE NOTE 3 SHEET I e• a 1t 1/e' MAX. SHIM HEAD 10 BE SET IN A BED OF APPROVED CONSTRUCTION SEALANT INTERIOR VERTICAL CROSS SECTION AIASONRY/CONCRETE INSTALLATION SILL TO BE SET 114 BED OF APPROVED CONSTRUCTION ADHESIVE 1/4" MAX. SHIM 1 1/4" MIN. I/d" MAX. EMBEDMENT SHIM MASONRY/CONCRETE BY OTHERS TERIOR t1b25J8" MIN. EDGE DIST. OPTIONAL IX BUCK BY EXTERIOR OTHERS, IX BUCK TO BE FLANGE TO BEPROPERLYSFCUP.EO. SEE NOTE 3 SHEET 1 SET IN BED OF APPROVED SEALANT HORIZONTAL CROSS SECTION AMSONAYA7ONCRETE INSTALLATION MASONRY/CONCRETE NOTE: INTERIOR AND EXTERIOR, FINISHES, BY OTHERS. B1 OTHERS NOT 5HOWH FOR CLARITY. DOORSWINDOWSllllM650TIWESTARKEDSTREET PA 17030-0370 J`S REILIo 9,/'' NSA; GRANTZ. r,•\C+ ,tP i SERIES 3540 FINLESS PVC SINGLE HUNG WINDOW*W.04E'OF STEEL REINFORCED -IVON-IMPACT 36" X 84 DETAILS a INSTALLATION 70 08-372"SioNA,j1\. t`FS:ORIO; sate artNTS 10/17/11 3 OF 3 L. Roberto Lomas P.E. 1432 Voodtord Rd. Lewisville, NC 27023 336-945-9695 rilomas@lrlomaspe.com Manufacturer: MI Windows and Doors 650 West Market Street Grantz, PA 17030-0370 Engineering Evaluation Report Product Line: Series-3540 Finless PVC Single Hung Window— Non -Impact Report No.: 511989 Compuenu The above m6htioned.product has been evaluated for compliance with the requirements &-the Florida-Departrrientdf ComniunKv Affairs for Statewide Acceptance per. Rule 9N-3. The product listed herein complies with requirements of the Flodda Budding Code. Suppartlnq reclrnfcal Documen Oon. 1. Approval .document: drawing number 0"1372. titled Series 354D —Finless—PVC Single Hung Window— Non - Impact, signed and sealed_byLuis Roberto Lomas P.E. Z Test report No.: B1910.01-109A7., signed and seated by Michael D. Stremmel,•P.E. ArpNieclutal Testing, Inc. York, PA AAMA'/011?MAIMA,101/I.SMA440-05 Design pressure: +40.10/v0.13psf Water penetration resistance 6.06psf 3. Anchor'ealcvlations. report number 51 /989-1, prepared, signed artd sealed by Luis Roberto Lomas P.E. Lif»ttatlons and Conditions of use: Maximum design pressure: +40.0/-50.0 psi Maximum unft siie: 36" x 84' Units must be glared per ASTM E 1300-04. Frame and sash material: Extruded Rigid PVC: Sash.sfle-and rails and fixed mpetirig rail s6infortement Roll, formed steel. This product -is not rated to be used in the Hlmt Ttiis:product is not impact resistant and requires Impact'protecdon in wind borne*debris regions. nstallatfon: Units rrlust be installed in accordance with approval document, 08-01372: CertWcartab of /ndepenrdence: 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.Wll acquire a financial interest in arty other entity involved' in the approval process of the listed' pfoduct(s). 1 of 1 1111111/t J •'• 0,5 • 0 ; ca, i0. TAT OF • ONA `1` Luis R. Lomas, P.E. FL No.: 62514 11/07/2011 Florida Building Code Online FL17676.16 Page 1 of 4 r Regulationr r p01Ide ppmT0(d BaS rrome I w in 1 user Reglstratbn I Hot Topics I submit surch&rge I star: a Faots l pubilcam is 1 Fec start I Bas sae Map I una I sen ch I Busines // Product ApprovalProfessijaiF&USER: Public User Regulation Product Aeerwal Menu > Product or Aoollotlon Smr[h > Aoallatbn List > Application Detail FL d FL17676-R2 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved X MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext2560 bsidinger®miwd.com Brent Sitlinger bsitlingerOmiwd.com Windows Single Hung Certification Mark or Usting American Architectural Manufacturers Association Steven M. Urich, PE Z Validation Checklist - Hardcopy Received Standard AAMA/WDMA/CSA 101/1.S-2/A440 Method 1 Option A 12/03/2015 12/04/2015 12/06/2015 Year 2008 haws://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 2 of 4 Summary of Products FL it Model, Number or Name Description 17676.1 13540 SH 36x74 Fin Frame Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL27676 R2 C CAC APC 3540 Fin 36x74.Ddf Approved -for use outside HVHZ: Yes Quality Assurance Contract Expiration' Date Impact Resistant No 04/12/2027 Design Pressure: +35/-50 Installation Instructions Other: LC-PG35. Units must be glazed in accordance with FL17676 R2 I] Install - 3540 SH 36 x74 Fin.odf ASTM E130D-04. Verified By: American Architectural Manufacturers Association . Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.2 3540 SH 36x84 Fin Frame Limits of Use Certification Agency Certificate' Approved for -use in HVHZ: No FL17676 R2 C CAC APC 3540 Fin 36x84.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant No 07/27/2020 Design Pressure: +40/-50 Installation Instructions Other: LC-PG40. Units must be glazed in accordance with FL17676 R2 ]I Install - 3540 SH Fin 36x84.edf 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 Umits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 E2 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.Ddf ASTM E3300-04. 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 Umitr, of Use Certification Agency Certificate Approved for use in HVHZ: No Fy 17676 R2 C CAC APC 3540 Fin 44x63-Ddf 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.Ddf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Greated-by-Independent Third Partyi • . . 17676.5 3540 SH 44x72 Fin Frame Umits 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 H Install - 3540 SH Fin 44x72.odf ASTM E1300-04. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 117676.6 13540 SH 1 44x84 Fin Frame Umits 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 muet be glazed In accordance with ASTM E1300-04. Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 44x84.Ddf Quality Assurance Contract Expiration Date 04/12/2027 Installation Instructions FL17676 R2 II Install - 3540 Sll fin 44x04.Ddf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: https://floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgvFGYZsjrZFR6f G 1... 5/26/2016 Florida Building Code Online Page 3 of 4 17676.7 13540 SH 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. Evaluation Reports Created by Independent Third Party. 52x84 Fin Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 Fin 52x84.Ddf Quality Assurance Contract Expiration Date 05/26/2020 Installation Instructions Fi 17676 R2 II FL17676 R1 II Install - 3540 SH Fin Verified y. American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 17676.8 3540 SH 136x74 Finless Frame 1 Umits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: •+35/-50 Other: LC-PG35 Certification Agency Certificate FL17676 R2 C CDC ARC 3540 FLS 36x74.Ddf Quality Assurance Contract Expiration Date 08/28/2017 Installation Instructions FL17676 R2 II 08-01252B 7.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports r7 17676 R2 AE 511854B 1252.Ddf Created by Independent Third Party: Yes 17676.9 13540 SH 36x84 Finless Frame Units of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes R 17676 R2 C CAC APC 3540 FL5 36x84.Ddf 07 72Assurance Contract Expiration Date Impact Resistant. No Design Pressure: +40/-50 020 Installation Instructions Other. LC-PG40 FL17676 R2 II 08-01.372 511989.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 511989 3540 FLS 36x84.Ddf Created by Independent Third Party: Yes 17676.10 13540 SH 4072 Finless Frame Umlts of Use Certification Agency Certificate 44x72.Ddf Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC 3540 FLS Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +35/-47 08/28/2017 Installation Instructions Other: LC-PG35 FL17676 R2 11 08-01247E 10.Ddf 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 17676.21 13540 SH 48x96 Finless Frame Units of Use Certification Agency Certificate AS40ApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes FL17676 R2 C CAC APC FLS 48x96.Ddf Quality Assurance Contract Expiration Date Impact Resistant: No Design Pressure: +30/-30 08/28/2017 Installation Instructions Other. LC-PG30 FL17676 R2 Il 08-01371B II,pdf 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 17676.12 13540 SH Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 Other: R-PG35 52x62 Finless Frame Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x62.Ddf Quality Assurance Contract Expiration Date 08/27/2017 Installation Instructions FL17676 R2 II 08-02269A 12.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports https:Hfloridabuilding.orglpr/pr app_dtl.aspx?param--vGEVXQwtDgvFGYZsjrZFR6fGI... 5/26/2016 Florida Building Code Online Page 4 of 4 FL17676 R2 AE 513015A 2269.ndf Created by Independent Third Party: Yes 117676.13 13540 SH 152x72 Flnless Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 Other: R-PG30 Certification Agency Certificate FL17676 R2 C CAC APC 3540 FLS 52x72.0df Quality_Assurance Contract Expiration,Date, 04/12/2017 Installation Instructions FL17676 R2 II 08-02270A 13.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17676 R2 AE 513016A 2270.Ddf Created by Independent Third Party: Yes 17676.14 3540 SH S2xB4 Finless Flame Limits of Use Certification Agency Certificate Approved for use In- HVHZ: No EL17676 R2 C CAC APC 3540 FLS 52x84 Ddf Approved for use.outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 05/26/2020 Design Pressure: +25/-25 Installation Instructions Other. R-PG25 FL17676 R2 II 08-OIS14 512141.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FU7676 R2 AE 512141 3540 Fis 5 x84.ndf Created by Independent Third Party: Yes 17676.15 13540 SH 48x72 Fin Frame Urnks of Use Certification Agency Certificate Approved for use In HVHZ• No i17676 R2 C CAC APC(127751A2726.01-109-47- Approved for -use outside HVHZ: Yes R2 r_7326.01 3540.AWS IG fIN 48X72 R35 (072016) Impact.Resistent: No. 4tey,pdt- Design Pressure: +35/-35 Quality Assurance Contract Expiration Date Other. R-PG3S. Units•must be glazed in accordance with 07/20/2016 ASTM-E1300-04. Installation Instruetio ls - EL37676 R2 II Install instructs - 3540 SH FIN 4802 (As Tested).ndf 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 Umits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17676 R2 C CAC APC 3540 CHS Fin 108x74.0df Approved for use outside•HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 04/12/2017 Design Pressure: +35/-50 Installation Instructions Other, LC-PG35. Units must be glazed In accordance with FL17676 R2 II Install - 3540 SH CHS Fin 108x74.Ddf ASTM E1300-04. Verged By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Laox NQ Contact Us:: 1W North Monree Street. Tallahassee EL 32399 Phone: 8S0-487.1824 The State of Florida is an AVEEO WrkPID er. Coavrkht 2007.2013 State of Florida.:: Prh'M Statement :: Accessibility Statement :: Refund Statement under Florida law, mw, eail readdressesapublic records. If you do not want your e•null address released In response to a public-reco s request, do not send underWe mall to this entity. Instead, contact the alike by phone or by traditional man. If you have arty questions, Please contact 850.487.1395. 'Pursuant to Seccbn• e55.275(1), Florida Statutes, NleaNe October 1, 2012, licensees Dossed under Chapter 455, F.S. must provide the Department with an esnall address d dM Aare one The ernalls provided hay be used for official communication with the 0ocram However enhall addresses are public record. If you do not wish to supply a personal address, please provide the Deparbnent wltlh an !mall address which can be made available 0o the pubnc To determine If you are a I1kp6ee under Cropber45S, FS., please dick b=_ Product Approval Aeeeptro CreditSAFE https:// floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvFGYZsjrZFR6fG I... 5/26/2016 1 Validatot / OpetdtionsAd o nlstr 6of} MI Windows & Doors. Inc. P.O. Box 370 Gratz, PA 17030- 370 Attn: Rick'Sawdey AAMA CERTIFICATION PROGRAM AUTHORIZATION FOR P'RODUCTCERTiFICATION Tba-pro"Vesc(lbed•belowis hereby appm ad fotftMg In the a0d issue of She AAMAcC d fied Prb .dls DUec16ry- The approval Is Wsed 0n sum o ropletlon of i*sts,•ar4 ihe reporting to the Admfnlsbator of the res+tIts 0 %sts, a at>ied by'related drat/ OV. . byan AAiwlAAecsegft-d Lebara - 1. The-lisling below will tie added'td the nerd pubUdied.AAW Cert&3d Produds-DUeCtoty. SPECIFIt'.ATION IiECORD•OF PROJ?UCTTErSTEDAAMN.WDNWCSJI1OVJ'%•2OA440-08 LC4%G3t 2'Z31*16671106Xtq Negative DesignPressure = -00 cast COMPANT AND CODE CPD NO. SERIES iiNodw—*PRODUCT DESCR,IIPi *N MAXIMUM SUnk TESTED 3S40 TRIPLE SH {F' FRAME SASH MI Wiirtdows & Doors, Inc. 08y7 PYCxOlX.Q1X.OMCI G) 2731 fsi1M ic186T,trwrt 860. nitq x 919 ngrl Code: KM WS GL EO!IFi(TLL`iiAS1 AA} i'9"D'. x G'7' 240• x 2'0„). 2 This OeOcationwlll expire ApriP.12, 201.7-and'requires volidatldn unbl then by continued Ilsdng ln:d* cement AAMAterlllied Products Directory. 3. Product Tested and Reported by. Architectural Testing, Inc. Report No.: C7327.01409.47 Date of Report: May ,7, 2013 Date: May 8, 2013 Cc: AAMA JGS ACP-04 (Rev.1111) Validated for Certification 4fed al Laboratories; Ihe. Authorized for Certification r American Architectural Manufacturers Association 2' typ. 2- typ TT 2' o.c. max. L n A.&WCLEARANCE ALL FOUR SIDES) WHICH 1/2' 1 ELEVATION 108' S THING4- Min 'Edge Distance jv- JAMB DETAIL FW) BY OTM Anchor See Sectla Oitaite) tre.er i Min' Edge i' SILL DETAIL HEAD DETAIL Notes: I. Installation depicted" based off of structural test report • V C7327.01-10g-4OF. SIZE HEADER AS NEEDED; 2. Wood screws shag ratify the National Design Specification for Wood Caulk under f:NTIRE Construction for material type and Perimeter- of. dimensional requirements. 4ogtng On before 3. Wood buck installations ore assumed 2xfostening: S—P—F (G-0.42) 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 reelst all design foods. 4, Wood screw lengths shall be sufficient to guarantee i—I/4' penetroUon into wood buck. 5. Maximum shim thieknese..of 1/4' permitted at each tastoW location. Shims shalt be load bearing. non — compressible type 8. These drawings depict the --details necessary to meet structural, bad requirements. Th}y do pot address the SHIM AS air infiltration. water penefrotion, intrusion REQUIRED or thermal ppeerformance nAuirements of the Instoliatlon. DRYWALL 7. Installation shown is that ••of the test window for the sit& shown and the design pressure tk8med. For window is .x 1-5/e"• SCREW (SHOYM. WITH 1/2' sl:es smaller'thrpl shown, locate SHEATHING) MUST ACHIEVE f—Ille fasteners approx. 2' from comers and PENETRATION:INTO.STUD.. no more than 127 on center, Design pressures of smaller window sizes are Iirnited to that of the test window. SIZE NO DESIGN- PRESSURE' CHART - TOW TYPE, WSPACM WWH' (AnLL ALLOW DEMN! PRESSURES UP TO +35/-50 UWS UP TO 108' x 74' SEE TEST REPORTS FOR WDIVIOUAL UNIT:SIZE AND APPLICABLE DESIGN PRESSURE LIMITATIONS) 7. aawrs :am sae INSTA,gnT INS UCTiaNS V.M.R. $Y20—i k WON, SCHEDULE — FIN — foam r _ 5540 Single Hung NONE 1 WtndotAa B..Dobri• o.a ' Continuous Head and Silltfait, PA' • 1 • 3546 SH CSH i1N NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERW. 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. S. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED 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 E 1300-04. 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 B6 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. DESCRIPTION NOTES ELEVATIONS DETAILS y aevmo>'s oT.w Iar ah .waarto 15. ALL FASTENERS TO BE CORROSION RESISTANT. 16. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MAVUFACTURER'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, 3500SDUTES, 3500SP. 3540PX. 3540T, 3540SOUTES, 3540SP, 3250PZ, 3250T, 3250SOUTES, 325OSP. 3240PW. 3240T, 3240SDILITES, 3240SP. 350OHPPW. 3500HPT, 3500HPSOLITES. 3500HPSP, 358OWP, 3580T, 3580SOUTES, 358OSP, S-3500PW. S-3500T, S-3500SDILITES. S-3500SP, S-354OPW. S-3540T, S-354OSDLTTES, S-3540SP, M-35OOPW, W-350OPW, W-3500T, W-3540PW, W-3540T, W-3540SOILITES. W-3540SP, 1255PW, 1255SP. 128OPW, 910SP, 1255HPPW, 1255HPT, 1255HPSDLITES AND 1255HPSP. Ta' M, Ttxt.p QoS-S SIGNED: 0211712016 MIWINDOWSIWDOW DOORS tVL to/z EST MARKET GRATZ, PA 17030-0370 J\ v•\ GENSF, •s y SERIES 3500 FIXED WINDOW 96" X 60" NON -IMPACT OF NOTESAID..4 04t jS` i MAWoeowaeiN. C. 08-02859 oNA 3` 11111111\\\ Sc" NTS 01E 02/04/16 1 OF 3 ae+sons 96' MAX. FRAME WIDTH an 00GRnna ah iuvaorm 2" MAX 10" MAX --{ 2' MAXO.C. 60' // 10' MAX O.C. MAX. FRAME / HEIGHT SEE CHART p1 FOR NUMBER 11J OF ANCHORS SERIES 3500 FIXED WINDOW 2' MAX EXTERIOR VIEW FIN INSTALLATION DESIGN PRESSURE RATING IMPACT RATING 50.0%60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 92" X 56" 2. (2) 1- X 1/8' WEEPSIOT AT 2" FROM EDGE OF SILL FACE CHART#1 um or of anchor locationsre ure L_ TLKk.D Frame Frame. w dlh In Haight 3600 4200 46.00 54.00 60.00 66.00 7200 76.001 8100 .00 98.00 n H6S m bS mb dS Jam 6S Jamb H amb em m am am Jam mb 0 l00 5 3 5 3 8 3 8 3 8 3 01 6 SIGNED.0211712016 zao 6 9 11 6 M650WIMARKET DOORS ``\\ J 5 R I lo i% a 6 GRATZ, PA 17030-0370 ` r•.\OENS 9i1+ 6" 00 6 6 6 6 8 6 6 8 8 8 8 9 8 10, 6 1/ 6 60. 00 7 9 7 0 SERIES 3500 FIXED WINDOW 1r• 00ryt PO saoo6se68aesa9e96" X ELEVATION T 7200 6 5 s s e pO ATf 7600 5 9 5 8 9 6 9 8 9 8 9 aaNrw Dec aev ''F•ORI•\\ 7 8 0. 00 b 9 5 0 o e 0 7 0 9 sriYt NTS °" 02 04 16 08T290F 3rrs ,ss NA11 O\\ APPROVED SEALANT BEHIND FIN 16 WOOD SCREW 3/8' MIN EDGE DISTANCE EXTERIOR 3/8' MIN EDGE DISTANCE g6 WOOD SCREW APPROVED SEALANT BEHIND FIN INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4' MAX. SHIM SPACE r WOOD FRAMING BY OTHERS 86 WOOD SCREW 11/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 3/8' MIN EDGE DISTANCE 1/4' MAX SHIM SPACE INTERIOR EXTERIOR WASM 5 DE=Wnm Iah rrav+oo JAMB INSTALLATION DETAIL WOOD FRAMINO OR 2X BUCK INSTALLATION 1/4' MAX SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, WOOD NOT SHOWN FOR CLARITY. — 2 PERIMETER AND JOINT SEALANT BY OTHERS TTO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I 1 1 1yy 7 V66FRAMING BY OTHERS b Ol SIGNED:0211712016 M DOWAND DOORS WINDOWSfill/ 650 PA 17030-0370 C/. J.vISRELO NGRATZ, 'grSERIES 3500 FIXED WINDOW II0 # 96" X 60" NON —IMPACT FIN INSTALLATION DETAILS p7, s''ir A OF', mac w 08- 02859ONA N.G. 11 G\`\ snot NTS ' TT 02/04/16 SHM3 OF 3 Florida Building Code Online Page 1 of 3 18504.2 Pro-feissional. ' -. r rg SOS Nome Log In User Registration j Not Topic Submit Surcharge Stats 6 Facts Publications 1 FBC Stall BQS Site Map I Unks 4 Search p 13it11911Product Approval IA r USER: Public User ProOutt Approval Menu > Prpdutt or Appllratron Search > Application List > Application Detail FL A FL18504 Application Type New Code Version 2014 Application Status Approved Comments Archived G 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 i Validation Checklist - Hardcopy Received Certificate of Independence FL18504 RO COI FL COI.Ddf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1710.5.3 Product Approval Method Method 2 Option B https://floridabuild ing.orglprlpi_app_dtl.aspx?param=wGEVXQwtDgs9%2Plo2ftCOhpJQgi... 9/6/2016 107 1/8" COMBINED WIDTH WI--{ W2 P FRAME HEIGHT WINDOW WINDOW MULLION 1 I 5'"' ! i 107 3/8- COMBINED WIDTH W1 -1[- W2 83" FRAME LOW HEIGHT WINDOW MULLION SPA N) IL F_ 107 3/ 8" COMBINED WIDTH I- ! w 1 w2 ` 83 J j WINDOW / FRAME / WINDON // WINDO HEGHT J J N Imo, / / Is AI Wt --1I- W7 107 3/8" COMBINEC WIDTH 0oslgn pramm rating (Pd) Valls ancAcred Into wood fftrming Mullion span (In) TA 111413121301 utary Width 3G00 14200 n 4d00 I SZ13 21.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 1 .0 127.2 127.0 127.0 127.0 41./3 120.7 94.3 77.9 7 3. 8 72.1 72.0 6200 924 70.6 58.0 51.5 48.6 47.4 M03 88.6 65.8 51.7 47.3 44.4 43.0 72.00 77.8 58 7 46.6 41.4 31.6 37.0 84 00 OZ 1 45 0 33.1 29.1 26.3 24.9 107 3/8" COMBINED WIDTH W 1 -1 j- w2 83" [1_ FRAME 'I'tnN00w WINDOW HEIGHT MULILION WAN) 107 3/8- COMBINED WIOTH W1::] Ir-1112 83 J WINDOW FRAME HEIGHT v SPIAN) W 1 --{ F-- W2 107 3/8" COMBINED WIDTH RrAspo"s REV DESWpIION Q%IE A PRM A REVISEO INSTALLATION DCTAILS 08/07/15 1 R.L. 107 3/B" COMBINED WIDTH WI W2 3' J J WINDOW FRAME HEIGHT //WINOO/// WINDOW MULLION SPAN) L7W 1 F-- W2 107 3/8" COMBINEO WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH ODES NOT EXCEED 107 "*AS SHOWN HEREIN. DWgn p-r@ rating (ps1J Units anchored Into masonry/conaeM Mullion span pn) TAbubry 11.13 25.10 width (in) X00 1200 41.00 1213 2100 130.0 130.0 13001130.0 130.0 130.0 37.38 130.0 130.0 130.0 130.0 1 0.0 130.0 4 .-03 130.0 130.0 130.0 130.0 130. 0 130.0 6200 130.0 116.4 67.8 79.3 73.9 7i.5 6163 130.0 90.0 729 05.5 60.5 51 7200 99.3 72.4 54.0 s8.1 44,0 42 0 8ti00 62.1 45.0 33.1 20.1 3 24.9 LARGEAND SMALL MISSILE IMPACT, LEVEL 0, WIND ZCNE3 DIMENSIONS IN CHARTARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 M-1926 - VERTICAL MULLION 83" MULLION SPAN CONFIGURATIONS AND OP CHARTS DRAW . DING ND. c V.L. 08-01445 A 11- NTS - 01/11/12 %W2 OF 3 SIGNED: 08107,12015 J`61R 11C 0 9r',ENBF•tP 0 6 : OATO OF ; iIONAI S#A' f/rnllnl 4 t L. Roberto Lomas P.E. 233 W Main St Danville, VA 24541 434-688-0609 rllomas@lrlomaspe.com Manufacturer: Ml Windows and Doors, Inc. 650 West Market St Gratz, PA 17030 Product Line: M-1926 - Vertical Mullion Engineering Evaluation Report Report No.: 512069A Compliance: The above mentioned product has been evaluated for compliance with the requirements of the Florida Department of Business and Professional Regulation for Statewide Acceptance per Rule 61G20-3.005 method 1(d). The product listed herein complies with requirements of the current Florida Building Code. Supporting Technical Documentation: 1. Approval document: drawing number 08-01445 revision A prepared, signed and sealed by Luis Roberto Lomas P.E 2. Mullion analysis report No. 512069-1 prepared, signed and sealed by Luis Roberto Lomas P.E. Limitations and Conditions of use: Maximum design pressure: refer to design pressure charts in approval document. Maximum single window unit size: 52 1/8' x 84' Window units attached to mullion must have their own separate approval. This product is not rated to be used in the HVHZ. This product is impact resistant and does not require impact protection in Wind -Rome Debris Regions, up to Wind Zone 3. Design pressure of mulled units shall be controlled by the lesser design pressure of the assembly components; mullion or individual units. All windows attached to mullion must be manufactured by MI Windows and Doors, Inc. Installation: Mullion must be installed in strict accordance with installation instructions document 08-01445 revision A. Certirication 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). 1of1 R L0// i v\c, E N,9 51 •* TAT OF ; s, : c 11111 V/ S ONAl0? Luis R. Lomas, P.E. FL No.: 62514 08/07/2015 w , Florida Building Code Online [1 S Page l of 2 Business j p j l'penpqT.S.1 d++•. A ee s on. I Gov In I uw neoWftdon I Hoc Toga I submit swdhs ve I Spats 9 Feoa I vuwmtlore I Fee sbR I eas sue rov I Lbft I warmwit 1lu;liG JvroduetApProval PrssIusEavvactnv- gyp, **wed avd wtioe ecru FL * FL32019- RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer American Construction Metals Address/Phone/ Emall 5140 W Clifton Street Tampa, FL 33634 813) 884- 0444 lyle. pestow® acn-metals. com Authorized Signature Vivian Wright ticicw®rwbldgconsuitents. com Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Emall calory Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer We Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida UcenSe PE-43409 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 03/02/2020 Validated By Ryan 1. King, P.E. Y-- Validation Checklist - Hardcopy Received Certificate of Independence BJ2019 W& COICedffl eta Of IndebenlIAMR.odf Referenced Standard and Year (of Standard) ,gtandard Tear ASTM E330 2002 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 Option D https://www. floridabuilding.orglprlpr app dtl.aspx?param=wGEVXQwtDquJEQfBP6a6FJ... 7/20/2015 Im AC AMIMICAN CONSTRUCTION METALS S140 West Won Sfreet Tampa FL JIM TRIPLE 4" & "QUAD 4" ALUMINUM SOFFIT GBJERAL NOTES 1. This product has been evaluated and Is In compliance with the Sth Edition 12014) Rondo Building Code excluding the liigh Velocity "cone Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to boss material shag be beyond wag dres*v or stucco. 3. Site condlions not covered by this dmwiry are subject to thither engineering analyst 4. Wood/CMU wadi construction, by others, must be designed properly to receive loads from the soffit and/or 7 x 7 batten strips. S. Aluminum soffits sholl conform to the requirements of FBC Section 1404.5.1 and labeled according to FBC Section 1710.9. TAKE OF COMMI SHW# I DUCRI/DON Typkd elevaWm a enadrrotes 2 Ponel deloft _ 3 SofAl eram & d n plesshlles 4 Soffit detah 6 design MmM S Solfid de design p/eiwres a b1 of motelbls TRIPLE 4 T4414 rA1al11ma QUAD 4 Q4 G 4412I.011r1W39 G+M4 LOWTHCA g I FL-12019.1 to 1 0 Ull ROOF OVERHANG SPAN -A ' ROOF OVERHANG ROOF OVERHANG SPAN' -A;' ROOF , ROOF ROOF FRAMING i ' 1....: ` ~ s - . FRAMING FRAMING i I;f * CO ALIIMMlR1 ALUMIMIFASCI4 E 1.4 iASC 'TRIM' u ¢ TII01 jl =;:- _ EMU OR ` -- SOFFIT J EMU OR , --- SOFFIT rlSWOODOFfITMOODSE!' DETAIL C' fRANf D Sff OQAII' AWOOD' FRAMEDSEEDEFAII'A FRAIDD SEEDETAIL' B' DEFAII' 0• SEE DETAIL-C' SIDE VIEW - SINGLE SPAN w/F-CHANNEL SIDE VIEW - SINGLE SPAN w/3-CHANNELS SIDE VIEW - SINGLE SPAN w/3-CHANNEL t g mnti_% to—O w/ buffimblow oNOevo (Sto- w/ Mm oftwr q on0ver) Shmn wl uum-1 nB SINGLE SPAN LENGTH A' DESIGN PRESSURE (PSF) POSITIVE NEGATIVE B' 70.0 141.0 t 60.0 60.0 tT 50.0 SO.0 t4' 38.5 AS tt• 30.0 30.0 NUIG Yr(JUu rRnmwv DESIGNED BY REARCHRECTORENGINEER OF RECORD 0 DETAIL " B " FChdmel TRIM NAIL ATTACHED THROUGH FASCIA NOTE 0 I Li O.C. MAX FOR SQUARE CUT OVERUNG. 1T9M BOTTOM OF FASM FIAT ram. AGAINST PANE. STAPLES INSTALLED 0 BID OF PANEL AND B' MAX O.C. SEE DETAR'J •. SNEEF 5) 1/ rMAX DETAIL " A". Fordo STAPLES INSTALLED 0 21"Or- (INTO WOOD) ON F-CHANNEL LEG OR T-NALL 01T O.C. INTO WOOD OR MASONRY) SEAPLES INSTALLED 01T O.C. (INTO WOOD) IN FCHAP a SLOT OR T-NAIL 017 O.C. INTO WOOD OR MASONRY) STAPLES LOCATED 24. O.0 RITO FRAMING STARES INSTALLED 01T O.C. INTO WOOD) IN IC HANNti SLOT OR I -NAIL 01 T O.C. DETAIL " D " J- Chomel Fascia 3 n STAPLE3INSTALLED 0 ITO.C. IND WOOD) a IN JZHANNEL. SLOT OR T FULL 01T O.C. o PM WOOD OR MASONRY) STAPLES LOCATED 2, r O.C. OITO FRAMING Iff 1' MALE. DETAIL" C ". J- Channel F JK SUBSTRATE NOTES:LfS 1. WOOD SUBSTRATE: G - DA2 OR OEMNOWIMASONRY SUBSTRATE3.000 PSI CONCRETE (ACI301)12019. J OR HOLLOW BLACK (AS1M CPU). 3 . a & i 4 REM DES[MON MALE W I FASCIA .0215' iHK AL 3105- H14 ALUMINUM 2 l 0155' 1HK AL 3105 • H24_ . ALUMINUM 3 F CHANNEL ,0155'THIL AL 3104 - HI9 ALUMINUM 5 QUAD 4 PANEL D115 OR D135' THIC AL 3105 ALUMINUM 6 TRIPLE 4 PANEL )D115 OR .Ol_3S THICIQ AL 3105" ALUMINUM 7 815xIW4-TRIMNAIL S.S. 8 IrGA. X1/4'$SSTAPLE twl7/8'MREMBEDMENT) SIM 9 '. 7 X 2- BATTEN STRIP IG=.12 OR BETTER) - -- WOOD10 APA D.C. GROUP 1 Ea. PLYWOOD OR BMER WOOD I V 1. 07' DNA. T44AIL W 5/r MN. EM - sm I 12dX3. 1/ 4- HD. GALV. STEEL C OMMON NAIL62CO. C. w/ 13/4 MIN. EMB. DETAIL " H " Da VER[Im FRAMING (G>-0. 42) ATTACH w/ 2- 8d COMMON NAILS 61OP10 ROOF FRAMING END Of PANEL AND LiNDOFPANaAND B' MAX O.C. PEE DETATL'J C. MAX MAIL" J. DETAIL" I" ROOFCVERHANG ROOF SEE DEAR' B' aM 3) 12d X 3.114' _ ND.GALV.SIM ILEMu oR COMMON NAIL 0 2C O. C. SEE DETAIL A' ` 1 - MOOD . w/ 1.9/lrMIN. EMI. ( SHE3 3) I FRAMED ff CONIWII SEE DETAL- H- BATTEN @ Cl SPAN STAPLES INSTALLED @ SIDE VIEW -. DOUBLE SPAN w/BATTEN END OF PANEL AND ( w/ no" 9 =Wbm) B' MAX O.C. SEE DEIAIL J TWIN SPAN LENGTH w/CONTINUOUS BAAEN A - OESIGN PREsmE P59 NEGATIVE IV 70. 0 70.0 1e' 66.5 66-S 21r 60.0 60.0 27 54.S 54.5 24' 50.0 SOLO SPAN ' A ' • ROOF OVERHANG SEEDETAIL'G• RHEET 4) ROOF SEE NOTE 2 Fl1ANU;fi, ' 1 1 1 1'T N. 9ICHU OR MOOD M.I- 8, 11 FRAMED SEE DETAIL A N HEEI31 SIDE VIEW - DOUBLE SPAN w/ BATTEN . Sho— w/ truss mbv -aton9) k 5 i 7 CONNECTOR NOTES an w JK o' 1. WOOD FRAMING AND CONNECTIONS TO BE DESIGNED SUBSTRATE NOTES: K OQ Tc BY THE ARCHITECT OR ENGINEER OF RECORD 1. WOOD SUBSTRATE G - Q120R BETTER a 2.12d COMMON NAIL OR 311C OW UPCON C30NCREIE SCREW I MASONRY SUBSTRATE: UOD PSI CONCREE (AC! 30I) anumY0 I " FL-12019.1 °o IMIN. I. 1/4' EMB®MM8q@2CONawmORHOLLOWBLOCK (ASTM M. sm -T.orT e t^ ' Page 1 of 2FloridaBuildingCodeOnline1I Business & Professional • • rtion r> 7A" ' xs' OOS Home I tog In I User Registratkm i Hot TOPICSI SubmR Surcharge I sots a Facts I Pub kauons I FSC Staff I OCIS SIu Map I Links I® Busine$ Product Approval Profess'l U5£. cUser Regulation ae a> i,edud er AeerluUan SaOrlll > 116611MUN W > ApDllcallon DNaA FL FL16305-R4 Application Type Revision Code Version 2014 Application Status Pending FBC Approval Comments Archived Product Manufacturer Atlas Roofing Corporation Address/Phone/Email 2000 RiverEdge Parkway Suite 800 Atlanta, GA 30328 770)946-4571 mcolllns®adasroofing.com Authorized Signature Meldrin Collins rr.collins@atJasroofing.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Asphalt Shingles Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer I Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 12/31/2020 Validated By Locke Bowden R? Validation Checklist - Hardcopy Received Certificate of Independence FiLifi 5 R4 COI ATLi:ldo 4 2valuation Shlnoles. odf Referenced Standard and Year (of Standard) Standard Year ASTM D 3161 2009 ASTM D 3462 2009 ASTM D 71S8 2008 TAS 100 1995 TAS 107 1995 Equivalence of Product Standards Certified By Sections from the Code bttps:// www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquJBMjgU1j3N... 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 Summary of Products Fl. tY Model, Number or Name Description 16305d - Atlas Shingles Fiberglass relnforced laminated asphalt shingles Limits of Use Installation Instructions Approved for use In HVHZ.• Yes H.163D5 R4 II AtU3002A 2014'FBC Piikl6ct Evsluatiori ShJnoles.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest 74021 ' Design Pressure: N/A Created by Independent Third Party: Yes Otter. See evaluation report for limits of use Evaluation Report 3e0s5•r R4 AE ATL13002:1 20iq FBC Product jjlwtfow S h}16I Cre' ated by Independent Third Party: Yes eso-eey.ttste . Ttw State of FWAVA K an ANFPO RM~r;'i .jp Zl. '.Elia n :: PdIGiOLStalerreOt Ante Florida law, eman addresses are Public records. U you do not want your e-mail address reloased In response to a public•nxords repuest, do not send demonic man to this entity. Instead. contact the office by phone or by tradalonal mall. V you have any euesdorn, please contact e50Ae7.139S. tpursuent to Sedlon e5S275(1), Florida Stat US, effed,ve October 1, 2012. Ikensees I10111sed under Ogptw 455, FS. rrnat provide the Deparbrant with an email add mss r fey have am. The emads provided may be used For official mmnunlotlon will% the Seven However eman addresses are public rcoord. A you do not wish to supply a personal address, please provide the DeparOne d with an email address wNc h can be made available to the pubnc To detemnLrc If you are a Ikensee under chapter e55. FS.i please dick lint Product App-,nd Acceptii Be C r" riCr`itSAFEhttps:// www.floridabuilding.or.glpr/pr app_dtl.aspx?param=wGEVXQwtDquJBMj*gU1j3N... 7/20/2015 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT ., _ Authori29824 CertificateofAuthorization17520EdinburghDrTampa, Fl. 33647 813) 480-3421 FLORIDA BUILDING CODE C 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 (00A9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 1507.2.5, 1507.2.7.1, 1523.E50 Wind Resistance, Wind Driven Rain Properties: Physical properties, 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 ATL- 079-02-01 ATL- 083-02-01 ATL- 086-02-01 Rev 1 ATLA04- 02-01 ATL- 106-02-01 ATL- 106-02-01 Rev 1 ATL- 107-02-01 ATL- 107-02-01.1 ATL- 109-02-01 ATLA 16-02-01 ATL- 118.02-01ATL- 119-02-01 ATL- 123-02-01' ATL- 125-02-01 ATL- 127-02-01 Rev 1 ATL- 132-02-01 ATL- 133-02-01 PRI Construction Materials Technologies (TST5878) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials Technologies (TST5878) ATL-137-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-138-02-01 Rev 1 PRI Construction Materials Technologies (TST5878) ATL-143.02-01 PRI Construction Materials Technologies (TST5878) ATLA44-02-01 PRI Constriction Materials Technologies (TS75878) 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-M 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 Pa e 1 of 9 ATL13002. 4 FL 16305-R4 _ ..._ - _ 9 -_. This evaluation repori is provided for State of Florida producl 'approval under Rule 61020-3. The m6hufaclurer shall notify CREEK TechnicalServices, LLC of any product changes or Quality assurance changes throughout the duration for which this report is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ATLAS ROOFING CORPORATION. C REE K Asphalt Shingles " TECHNICAL SERVICES, LLC PRI Construction Materials Technologies (TST5878) ATL-171-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies (TST5878) ATL-172-02-01 ASTM D 3462 2009 PRI Construction Materials Technologies(TST5878) ATL-174-02-01 ASTM D 3462 2009 PRI Construction Materials Tei:hnologies (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-Masterd1120 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 rt, 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. ProLAM"r 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 Plnnacle6 Pristine architectural asphalt shingle"with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard snipes that complies with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMesterill) Shake ASTM-D-31.61, Class F & ASTM D 7158, Class H fiberglass reinforoed, laminated Dangerfietd) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462.• StormMaster6i Slate ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Ardmore) architectural modified asphaft'shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ATL13002A FL 1e305-R4 _ .. _ ._ #§MIZ 2 of 9. This evaluation report is provided for State.df • pro W approval under Rule 61G20:3. Ttie matwfacItIm 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 Ain Basic Wind Speed (VwO: Basic Wind Speed (Vase): Deck (HVHZ): Deck (Non-HVHZ): Underlayment: Min. slope: Installation (HVHZ); Installation (Non-HVHZ): ATLAS.ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in, plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction, In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.- Installed with 5-inch exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using T 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. Z15 T-..1 Nailfi I .4 12- ---- +--12- —+-1 r-- j Figure 1. GlassMaster® 30 & Tough-Master6120 4 Nail Pattern (Non-HVHZ only) NailsT-1 12" ' sparf , 12" Figure 2. GlassMaster® 30 & Tough-Master6i 20 6 Nail Pattern 3019 This evaluation reporf prtlMtfed for Slate of Florida product approval turder Rule 61G20-3. The manufaChirer.shall ngtifjc G . EEK. 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-AM"' Architectural Basic Wind Speed (Von): Basic Wind Speed (Vase): Deck (HVHZ): F 7 L Deck (Non-HVHZ): Undbrlayment 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. lb accordance with FBC reyui 06ents. 2:12 and in accordance with FBC requirements. Contact the Alias 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 Pattem' detailed below. r 'I Ir I r 0 0 0 0 0 0 ,o b ,4 b v o 0 0 0 Figure 3. ProLAM'" Architectural Shingle 4 Nail Pattern (non-HVHZ only) I Figure 4. Pro-LAM70 Architectural Shingle 6 Nail Pattern ATL13002.4 _.. FL 163054114 _Page 4 of R ThisWV90aliion'reporllspmvided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Servioes, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation. recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed Nun): StormMasteNi Shake Basic Wind Speed (Vasa):. Deck (HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVMZ)! Installation (Non-HVHZ); ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19132 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min: 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 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. n aw u y 0,lru0/.wb M r : ra• r rn O =71 EO00' O • O I L C J e w• 7O' Ot Or-7=1 4 7I_ i"r_i •C L7C=OO.L._ 1 sus Figure S. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) W. 12P ow+ouMb Olk 31rhUd Vur 0000000 00 oc c000, t000 c,000 o oo o0 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 Slate of Florida product approval under Rule 61G20-3. The manufacturer shill 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 Wta): Basic Wind Speed (Vao):* Deck (HVHZ): Deck (Non-HVHZ): Undedayrrient Min.. slope: Installation (HVHZ): Installation (Non-HVHZ) ATLAS ROOFING CORPORATION Asphalt•Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in.. plywood or wood plank for new construction; Min. 7/16 in..OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance .with FBC requirements. Contact the' Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and. manufacturer's published installation instructions. Shingles shall be attached using °6 Nail Pattern' detailed Wow. Installed with 8:5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either'4 Nail Pattern' or *6 NO Pattern' detailed below. Figure 7. StormMaster@ Slate 4 Nail Pattern Figure 8. StofmMaster@ Slate 6 Nail Pattern A. TLI9001.4 FL 16305-R4 Page 6 of 9 Ttil"s'dM(jZ6fi ieport1s-prWded for State of Florida product approval under Rule 6%20-3.: 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 oltier product attributes•thal are not specirmally addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cut@ Starter Strip Basic Wind Speed (VW: Basic Wind Speed (Vow): 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 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_ uriurNvma.o r' 31r Figure 9. Pro -Cutter Starter Strip Jr 1 ATL13002.4. FL J6305-R4 _ Page 7 of 9 This evaluation teptirt Ts provided for State of Florida product approval under Rule 61 G20-3,, The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC Pro -Cuts® Hip & Ridge Basic Wind Speed (Vwt): Max. 194 mph ATLAS ROOFING CORPORATION Asphalt Shingles Basic Wind Speed (Va d): Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15132 in.. plywood or wood plank for new construction; Min. 7116 int 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 f- shank nail i Figure 10. Pro -Cut@ Hip & Ridge ATL13007-4 FL 16305-R4 TFiIsevaTuation report Is provided for State o1 Florida product approval under. Rule 61G20-3., The manufacturer. shall a Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this re This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes specificaly addressed herein. e is valid: are not M.:CREE'K TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles LIMITATIONS - - - 1) Fin: Classification is not within the scope of this evaluation. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and in accordance with FBC requirements. 3) The mean roof height shall be restricted to a maximum 33 ft in the HVHZ. 4) Classification to ASTM D 7158 applies to exposure B & C with a building mean roof height of 33-ft or less. 5) Deck substrates shall be clean, dry, and free from any irregularities and debris. All fasteners in the deck shall be checked for protrusion and corrected prior to underlayment application. 6) Shingles shall be installed starting at the eave in horizontal layers such that the laps shed water from the deck. 7) Installation of the evaluated products shall comply with this report, the FBC, and the manufacturers published application instructions. Where discrepancies exist between these sources, the more restrictive and code compliant detail shall prevail. 8) All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3.. COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode51" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. iii» rliva!i E N '74021 L k i i3'•r' STATE OF i,0. • O R t O k."!`. 2,* 2015.06.2 91'2:55:48 • 04100' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest In any company manufacturing or distributing products under this evaluation.. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire. a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor will acquire, a financial interest In any other entity Involved in the approval process of the product. ATL1 END OF REPORT FL 1 9 of 9 This evaluation reports provided for Stale of Florida product approval under Rule•61G20-3. The manufacturer sltatl notny k;rtttRTechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Certificate of Authorization No. 29824 CRE—oa.EK 17520 E a, FL 3647Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODEV" EDITION (2014) Manufacturer. ATLAS ROOFING CORPORATION Issued June 29, 2015 2000 Riveredge Parkway, Suite 80D Atlanta, GA 30328 770) 612-6267. Manufacturing Plants: Hampton, GA Meridian, MS Dangerfield, TX Ardmore, OK Quality Assurance: UL LLC (QUA9625) SCOPE Category: Roofing Subcategory: Asphalt Shingles Code Sections: 15072.5,1507.2.7.1,1523.6.5.1 Properties: Physical properties, Wind Resistance, Wind Driven Rain REFERENCES' Entity . PRI Construction Materials Technnologies (TST5878) PRI Constriction Materials Technologies (TST5878) PRI Corstruction'Materials Technologies (TST5878) PRI Construction Materiatv 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 (rST587e) 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-083-02701 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 ATLA27-02-01 Rev 1 ATL-132-02-01 ATL-133-02-01 PRI Construction Materials Technologies (TST5818) ATL-135-02-01 PRI Construction Materials Technologies (TST5878) ATL-136-02-01 PRI Construction Materials -Technologies (TST5878) ATL-137702-01 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 PRI Construction Materials Technologies (TST5878) ATL-169-02-01 PRI Construction Materials Technologies (TST5878) ATL-170-02-01 ATL13002A FLJ§V5_R4 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 7156 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 ASTM D 3462 ASTM D 3462 Year 2009 1995 1995 2009 2009 2009 1995 2009 1995 1995 1995 2008d 2009 2009 1095 2008d 1995 2008d 2009 1995 2009 1995 2009 2009 2008d 2006d 2009 1995 2009 1995 2009 1995 2009 2009 1995 2009 2009 019 This evaluation report Is praftigd1or Stale -of -Florida prd"ductapproval, tinder"Rule 61G20;.: The manufacturer shall notify CREEK Technical Services, LLC of any.product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 10D 1995 PRI Construction Materials Technologies (TST5878) ATL-187-02-01 ASTM D 3462 2009 PRODUCT DESCRIPTION GlassMaster® 30 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Tough -Master® 20 ASTM D 3161, Class F fiberglass reinforced, 3-tab asphalt shingle with a dashed, Ardmore & Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462, Pro -Cut® Hip & Ridge ASTM D 3161, Class F fiberglass reinforced, hip and ridge asphalt shingle with a Ardmore & Hampton) dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. Pro -Cut® Starter Strip ASTM D 3161, Class F fiberglass reinforced, starter asphalt shingle with a dashed, Hampton) thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. ProLAMTM Architectural ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Hampton & Meridian) architectural asphalt shingle with a dashed; thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. • Pinnacle® Pristine, ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Pinnacle® Pristine architectural asphalt shingle with two, dashed, thermally -activated, self-sealing sealant Lifetime w/Scotchgard stripes that compiles with ASTM D 3462. Dangerfield, Hampton & Meridian) StormMasterO Shake ASTM D 3161, Class F & ASTM D 7158, Class H fiberglass reinforced, laminated Dangerfield) architectural modified asphalt shingle with two, dashed, thermally -activated, self-sealing sealant stripe that complies with ASTM D 3462. StormMasterO 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 rep oft. it. provided for State of Florida product approval under Rule!61G20-3. The manufacturer shall notify CREEKTechnicalServices. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. M.-CREEK TECHNICAL SERVICES, LLC INSTALLATION GlassMaster® 30 & Basic Wind Speed (V ji): Tough -Master@ 20 Basic Wind Speed (Vasd)!•' Deck (HVHZ): Deck (Non-HVHZ): Undedayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ).. ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max.150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in, plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min, 15/32 in. plywood or wood plank for new construction; Min. 7/16 in: OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greaterthan 21:12.. Installed with 54nch•exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using. "6 Nail Pattern* detailed below." -- - Installed with 54nch exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either "4 Nail Pattern" or °6 Nail Pattem' detailed below. 36' Nails. J SIr L Figure 1. GlassMaster@ 30 b Tough -Master@ 20 4 Nail Pattern (Non-HVHZ only) I• 36a J 1 Nails 12" • • c,p7VV' L 12"—+--12" 12" Figure 2. GlassMaster@ 30 & Tough -Master@ 20 6 Nail Pattern ATL13MA FL 16305•114 Page,3 of 9 This evalualion report is provtded for State dl Florida product apyroval under Rule 61G20-3: The manufacturer shag notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which tiros report is valid. This evaluation report does not express nor imply warranty, installation, recommended use,. or other product attnbules that are not specifically addressed herein. NICREETECHNICALSERVICES, LLC Prot-AMTM Architectural Basic Wind Speed (VA): Basic Wind Speed (Vow): Deck (HVHZ): T L Deck-(Non-HVHZr 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 accrordance 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 Pattem' detailed below. 39H 12Pr . J/ m 0 0 0 0 00 0 0 0 0 ew ' 0 0 0 0 0 Figure 3. ProLAMTM Architectural Shingle 4 Nail Pattern (non-HVHZ only) WW tt=-+•.n.+nrron+ r ,T / f r TP L3 • lJ' = 'O— o Figure 4. Pro-LAMTM Architectural Shingle 6 Nail Pattern 1 ATL13002 4 FL 16305-114 Page 4 of 9 This evaluation reportrovi 'is provided for'State of Florida productapproval under Rule 6113*20-3. The manufacturer shall nCREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluationreportdoesnotexpressnorimplywarranty. Installation. recommended use, or other product attributes that are not specifically addressed herein. M.C' IE:K TECHNICAL SERVICES, LLC Pinnacle® Pristine & Basic Wind Speed (V„ n): StonmMasterS Shake Basic Wind Speed (Veto): Deck•(HVHZ): Deck (Non-HVHZ): Underlayment Min. slope: Installation (HVHZ): Installation (Non-HVHZ): ATLAS ROOFING CORPORATION Asphalt Shingles Max. 194 mph Max. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15132 in. plywood or wood plank for new construction; Min. 7116 in. OSB existing construction. In accordance with FBC requirements. 2:12 'and in accordance with FBC requirements.. Contact the. Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 6 in. exposure in accordance with RAS 115 and manufacturers published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 6 in. exposure in accordance with FBC requirements and manufacturers published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or *6 Nail Pattern' detailed below. Figure 5. Pinnacle® Pristine and StormMaster® Shake 4 Nail Pattern (Non-HVHZ only) ar aP rncwarw' rrrw M•rr Ur 000000 OOO,QOOOd M O.O G.0006aa-cs p.00 OOO w f7T Figure S. Pinnacle@ Pristine and StormMaster® Shake 6 Nail Pattern ATL13002A FL 16305-R4 _ P09e-5 of 9 This evaluation re'poi1is,pro6ided•for Slite'of Florida product approval urider'Rule 61=4_.- 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 StormMasterO Slate Basic Wind Speed (Vuu): 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 Mai. 150 mph In accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. In accordance with FBC requirements. 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12. Installed with 8.5 in. exposure in accordance with RAS 115 and manufacturer's published installation instructions. Shingles shall be attached using '6 Nail Pattern' detailed below. Installed with 8.5 in. exposure in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall be attached using either *4 Nail Pattern' or *6 Nail Pattern' detailed below. Figure 7. StormMaster® Slate 4 Nail Pattern Figure 8. StormMaster® Slate 6 Nail Pattem ATL13002.4 FL 16305-R4 Page 6 of 9 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer -shall notify CREEKTechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Starter Strip Basic Wind Speed (Vwn): Max. 194 mph Basic Wind Speed (Vesd); Max. 150 mph Deck (HVHZ): In,accordance with FBC requirements; Solidly sheathed min. 19/32 in. plywood or wood plank for new construction; Min. 15132 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min. slope: 2:12 and in accordance with FBC requirements. Contact the Atlas Roofing Corporation when installing at slope greater than 21:12.. Installation (HVHZ): Installed in accordance with RAS 115 and manufacturer's published installation instructions: Shingles shall be attached as shown below, Installation (Non-HVHZ): Installed in accordance with FBC requirements and manufacturer's published installation instructions. Shingles shall.be.attached as shown below.- sr it r 7P -} Yi •/ ' 3.1p'•r _ - _ - _ - - - - - - Figure 9. Pro -Cut® Starter Strip ATL13002.4 This evaluation report is.prpdided•forStaTe of Florida product appr6val urider Rule 611320.3: The manufacturer shall notify GREFJC Technical Services, LLC of airy• product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein CREEK TECHNICAL SERVICES, LLC ATLAS ROOFING CORPORATION Asphalt Shingles Pro -Cut® Hip & Ridge Basic Wind Speed (VLdJ: Max. 194 mph Basic Wind Speed (V..d).' Max. 150 mph Deck (HVHZ): In accordance with FBC requirements; Solidly sheathed min. 19/32 in.. plywood or wood plank for new construction; Min. 15/32 in. plywood existing construction. Deck (Non-HVHZ): In accordance with FBC requirements; Solidly sheathed min. 15/32 in. plywood or wood plank for new construction; Min. 7/16 in. OSB existing construction. Underlayment In accordance with FBC requirements. Min: slope: 2:12 and in accordance with FBC requirements.. 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 r shank nail 12" 1 I • Figure 10. Pro -Cut® Hip & Ridge ATL13002.4 FL 16305-R4 This evaluation report is provided for State of Florida product approval under Rule'61G20-3:. The mamifacturi0 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•lmply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC LIMITATIONS ATLAS ROOFING CORPORATION Asphalt Shingles 1) Fire Classification is not within the scope of this'evaluation.. 2) The roof deck and the roof deck attachment shall be designed by others to meet the minimum design loads established for components and cladding and Iri 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 (if the evaluated products shall comply with this report, the FBC,' and the manufacturers published application ins)ri ctions. Where discrepancies exist between these sources, the more restrictive and oodetp —'pliant detail shall prevail. 8) All products fisted 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 511 Edition (2014) as evidenced ip the referenced documents submitted by the named manufacturer. atetltarii i G .+ tr N' •• E' • No. 7o02T = its: 751 STAT OIF 2015.06.2 4&- 9 12:55:48 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest. P.E. does not have, nor Will acquire, a financial interest In any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. ATL END OF REPORT FL 16305-R4 Teter Set UlwICofarijrvogt&ta ar 46alirassen reeoirm:ne ded .kWf se::?r otti(.Droliucl ,. rt is valid.U owheejo nft evattidtiFmreort imply vManVi iptlatM. ptbrbijtes {Kai are not specifically addressed herein. If Florida Building Code Online I Page 1 of 2 I Business Professional RegulationDOWTOWeas wrtj I Lop In I User Re•Istratlon I HM topic I Submu Stordo 0e I Stets a Fans I Fubllm" I Fec sroin I KZ Sim wn (u" I 'smnr I i nes,, T {slP+.•r7 1 uctrod' bPubApproval Oc User egulatiOn: ors: s¢gp,{jgaapphWanOetip. FL 4 FL15216-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archtved Product Manufacturer InterWrap, Inc. Address/ Phone/Emall 32923 Mission Way Mission, NON -US 00000 551) 574-2939 mtupas® Interwrap.com Authorized Signature I Eduardo Lozano elozeno® Interwrop•com Technical Representative Eduardo Lozano Address/ Phone/Emall 32923 Mission Way Mission, NON -US 00000 776) 945-2891 elmno® Interwrap.com Quality Assurance Representative Address/ Phone/Emall Category Rooting Subcategory Undertayments Compliance Method Florida Engineer or Architect Name who developed the Evaluation Report Florida License Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report- Hardcopy Received Robert Nleminen PE- 59166 Intertek Testing Services NA Inc - ETL/Wamock Hersey 11./ 17/201S John W. Knezevlch, PE Validation Checldlst - Hardcopy Received 1507. 2.3 1507. 5.3 1507. 8.3 1507. 9.3 1507. 9.5 T1507. 8 https:// www.floridabuilding.org/pr/pi_app dtl.aspx?estate=wGEVXQwtDgv3yWKJZ1Q... 7/20/2015 jb Florida Building Code Online Page 1 of 1Un6e.r Business & Professional Regulation pip eos Hans I tw• in I user lteplslmt6 I "a'ropls I SubWlt swrcmMe I salsa Fads I Puboonons ( FBC Stan I aas Sba cap I links I Sanch I Busines Profirodud Approval essi FubkUZU Regulation Search Criteria Refine Search Code Version 2014 FL* 15216 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Medved 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'foruse 60tside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL eaeloat>: even:" .ftefplt9 IEW xim II!lII C _ Validated By llf fl FL15216-AZ ftev"n I InterWrap, Inc. John W. Knezevich, PE Approved HIstcIrY Category: Roofing 954) 772-6224 Subcategory: Underlayments v1pOsOvadayROrw.npPru!pa.ol•uerR0ruupwiw . The Sate or FbAda k an MVEW WnpbyW-.'rw..wtr 7GRf-ZG11'(( c: )'@ @„tumpt :: :: 819l11 d -41"WItIt tinder p4e4a law. ana0 e0dmrc are pubUc re orris. If you do net went Year wmW ad drm MMUW In reOO= bo a PWk-n WVft raquoL do not sendetedronkwaaaIhb03MY. IMMUd, onnad the onloa by phone er by WKNIP cal malL-V vow have airy OuesMM Please IMlI d •5•.467.I395. '9 Mnt a Sedan455Z75(1). Rorkla StaWles. WedNe Ocmber L tot2, dGnseft Ikemmd under chppter 4S5. F.S. nw6t provide pro ft arbrod with an anal admss r whaveon& The emb WVvWed may be used for wlfldbl oomn^WcKlon with the noaaea. Fawever emall addresm am pubic mmnd. V YOU do not wish a supply a ppaaryl addren, please provde the DeparwwA with a,55 waft a'a0able to Ow Publk- To deM Obis Ir you am a nwsp under chapterPfodwlt! VProsal ApCepts* cFedtS FE https:// www.floridabuildiDg.org/PT/Pr-aPPjst.asPx 7/20/2015 w Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 Option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 FL Nodeb Number or Name I Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments U3mks of Use - Installation Instructions Approved for use in HVNZ: No ELI5216 R' 11 2015 04 FINAL JR I=RWRAP RHMMMF t5 16- Approved for use outside NVNZs Yes R2,odBy. Robert Nleminen PE 59166ImpactResls'tarlb WA Verified Design Pressures N/A Created by Independent Third Party: Yes Other. See ER Section 5 for Umits Of Use. EY+±Iuatlon-.Reports w -4--i. 11.9 %&&A6f. fr bilAT s7 15 97f.. Created by Independent Third Party: Yes 7 = The Sww of Rorw Is an AWM emlftMr• """-M721"•9a1rf d.nsMn :: Refund Qi1Smed Under RorM taw, enroll addre m am putik reLwrft V you do not want your e-mail addmw released In rWorhaa t0 a PuMk-mwrds r0wast, Op rA serhd ekebonk man to tnts erdlly. InSft d, ontad the offlm M ptarra or M V"Uonar maw. n you nave any errISHkrhs. t ronbd e50.487.139S. *PdVAAtw Seaton 4W7S(1), Ronda SWWte4 dfed" OdW- U 2012. odmsees eoe *d under OhapW 4S5, FS nw a pmyWe the DeWrunent with sn tw U aay taus one. Theerreea Or d rnay'bauy(d ran e(ndal OwrrerYlh irflh the emoe6.lbrrayer ernaB t» ere wmlk n— --- V you do rot wlslr lw supply a personal address, please pmvde Uhe oaper600 wits ed,*W AOdMS. ftCh on W treble',",, hle t>otlhayU"L To ditwmbw If you are a toensee under Cho please dick P,reduct Appreual AW"W 05W ® C r ccfitSAFIE bttps://www.floridabuilding.org/pT/pr app dtl.aspx?param=wGEVXQwtDgv3yWKJZIQ... 7/20/2015 Q0TWN.ffYJE'RD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate ofAuthorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX (203) 262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report 140510.0Z.12-R2 32923 Mission Way FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been'rcviewed tty'Robert Nleminen, 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 P Edition (2024) Florida Building Code sections -noted herein.. DEsM noN: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONnNUED Compumm This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, -or- provisions -of the Lode 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. Trin!WIERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. AmimsEmENr. The Evaluation Report number preceded by the words 'Trinity ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INsnCnoN: 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 Registrotfon No. 59166, Florida DCiI ANE1983 The fidm0e wl oppu ft was outerbed by Robed Nlerokw% P& on 0e/27/2D25: lids does not suet a anobaron oN' stried do mom. Aprcd, seded hordmpls heva been tmaw dMal to the Produn Approval Admkomix and to the named diem CUMCATION OF INDEPENDENCE: L Trinity)ERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ( ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nteminen, 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 Nteminen, P.E. does not have, not will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. tR,ITYIERD ROOFING COMPONENT EVAWATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof (inderlayments, 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 Umitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.23,150753, T1507.8, Unrolling, Breaking Strength, Pliability, loss ASTM D226 20M 1507.83,1507.93,1507.95 on Heating 1507.2.3,1507.53.1507.83, Unrolling, Tear Strength, POability, Loss on ASTM D4869 20M 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stabillty 3. REFERENCES: Entift Examination Reference D ITS 1509) Physical Properties 100539395CDQ-006 10/27/2011 iTS (M1509) Physical Properties 100539395COQ-002 10/27/2011 17S MST1509) Physical Properties 1005393950DQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESORPTION: 4.3 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment Intended as an aftemate to ASTM D226, Type 1 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. Limrwiom S.1 This is a building code evaluation. Neither Trinity IERD nor Robert Nleminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 S.3 5.4 5.5 5.6 5.6.1 This Evaluation Report is not for use in the HVHL 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 AH) for approval based on this evaluation combined with supporting data for the prepared roof covering. Allnwahle roof covers aDDlled atop RhinoRoof Underlayments are follows: TABU 1: ROOF COVOr OPTIONS Underlayment Asphalt Shingles _ N. 04On Toe Foam -On Tile Metal Wood Shako Shingles Slate or 5lmulated slate Rhlnoltoof U20 , Yes No No Yes Yes No _ Exposure Umitations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6. 2 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitation set forth in Section 5 herein and the specifics noted below. 6. 2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type i or it or D4869, Type II underlayments in FBC Sections 2507 for the type of prepared roof covering to be installed. Exterior Research and Design, LLC. Certlf erte ofAutlwrizadon 09503 itWaalion Report MSMULI2at2 R15216- R2 Revision 2: 04/27/2033 Page 2 of 3 VTaJNjWjERD 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. 13Mh'oRbofilQo:. 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 14nch 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 14nch diameter Plastic or metal cap nails or FBC HVHZ nails & 1-51r diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 t6 W!r Robi'Sltttae > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Referto Interwrap, Inc. recommendations for alternate lap -configurations and/or the- use -of sealantvnder certain -conditions. For exposure 124 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. • tf this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 l i!3! `2:3XRot b oe4>3: End (vertical) laps shall be minimum 124nches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch-side (horizontal) laps, resulting in a double4ayer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. H. MANuFAcrURING PLArM; Contact the manufacturer or the named QA entity for information on plants covered under Rule 61G20-3 QA requirements. 9. QuAuTY ASSURANcE ENTITY: Intertek Testing Services NA Inc-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVAWATION REPORT - Exterior Research and Design, tic Evaluation Report 100510.0 M-it2 CertditeM clautlwrlrotlon 49503 FLs52164Z Revision L• 00/27/203S Page 3 of 3 Q0TRWIIY J EtD EXTERIOR RESEARCH & DESIGN, I.I.C. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE (203) 262-9245 FAX. (203)262-9243 EVALUATION REPORT Interwrap, Inc. Evaluation Report "iO.02.12-R2 32923 Mission Way ° FL15216-R2 Mission, BC V2V-6E4 Date of Issuance: 02/17/2012 Canada Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DEsouvnoN: RhlnoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPLIANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code tfiatrelate 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 'TrinityI ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report Is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report shall be provided to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. norido Registration No. 59266, Florida DC4 ANE1983 Tiro ba6rr0e ael eppeedra era wtlior6ed b, blest PBemmen, Pion 04MI IL •Thh dm rot am= an ebWWJC ,IV" doame'& 9tr.4..W herdmpta hm been tmemhntd to tiro PmdM AWWW A*RWMFF a erd to"""" COW CurimmT1ori or. IN umDef : 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 S. This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In anyway, 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. 114 ITPJnvmrlERD ROOFING COMPONENT EVALUATION: 1. SCM: 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 Urnitations / Conditions of Use set forth herein. 2. STANDARDS: Section. Properties Standard Year 35M.23, IW753, T1507AL Unrolling, Breaking Strength, Pliability, Loss ASTM D226 20D6 jSDIIA,3,1S07.93, 3SW.95 on Heating 1SD7.23,150753,1507.63, Unrolling, Tear Strength, Pliablift Loss on ASTM D480 200S 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stabiiity 3. RE mmms: IBM Examination Reference, Date ITS (TST15m) Physical Properties 100539395COQ-DD6 20/27/2021 iTS (TSr1509) Physical Properties 100539395C04002 10/27/2011 ITS (TSi1509) Physical Properties 1005393950OQ-0O6 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/i7/2014 4. PRODUCT DI3CRIPTIom 4.1 RhlnoRoof U20Is-a•multilayered polymer woven coated.synthetic roof underiayment Intended as an alternate to ASTM D226, Type I or Type 11 feltor D4869 Type II felt. RhinoRoof Underlayment is available In 42-inch wide rolls, and can be produced in various other sizes. S. UMiTATIOPM S. 1 5. 2 5. 3 5. 4 5. 5 5. 6 5. 6.2 This Is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, In any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. This Evaluation Report is not for use in the WHZ 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. H 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. Allowable roof covers applied atop RhinoRoof Underlayments are follows: TAeit, 1:RooF CwER 0imora -. • . Underlayment Asphalt WWI - On Tile Foam -On We Metal Wood ashb Simulated dlow Slate RhinoRoof U20 Yes No j No Yes Yes No Exposure Umltations: RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. G. INSTAUATION: 6. 2 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 RhinoTtoof 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 2507 for the type of prepared roof covering to be installed Exterior Research and Destgn, LLC. Evaluation Report 140510.02.12482 Certf ltM OJAuthorlmtlon +09s03 FLISU64111 Revision 2: 04/27/7Ai5 Page 2 at 3 7. 8. Q'TR]NrTYIERD 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. 6A RhlnoRoof Lr . 6.4.2 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 24nch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/r diameter tin caps (with the rough edge facing up). The use of staples Is prohibited. 6.4.2 -Geode Jaig : RGofSidbe> 4`32 End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure <_ 24 hours, use of every -other fastening location printed on the surface Is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double•1JvLr 2: 2 < Robf SUM-<b: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 MANUFACTURING PLANTS: Contact the manufacturer or the named CIA entity for information on plants covered under Rule 61G20-3 Q A requirements. 9. QUALITY ASSURANCE ENTrTY: Intertek Testing Services NA Inc-VI/Warnock Hersey—QUA1673; (604) 520.3321 END OF EVALUATION REPORT - Exterior Research and Desig4 I.I.C. Evaluation Report 140510.02.12-R2 FL1S216R2 CertfJlcate ojAuthoritotlon #9503 Revblon 2: os/ta/=S PaP 3 of 3 CBUCK Engineering SpeclaltU Structural %,glneaerinq CBUCK, Inc. Certificate of Authorizotion #8064 Evaluation Report MMI-2" Off Ridge Vent Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877) 358-7663 for Florida Product Approval FL 16568.1 R1 Florida Building Code Sth Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: "MMI-2" Off Ridge Vent Material: Steel Support: Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer # 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 14-104-MM12-StORV-ER-14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1— 7 a.n.. 0ay.ak aA In O.V.*306 %W No 31242 LU STATE OF t? FCORIOP .•' (, lllllllll\\ Poatly Sped Ey: lames L Sudmr. V.E. CBUCK, Inc. 2015.03.02 10:57:51-05'00' 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 Phone: (561)491-9927 Fax: (561)491-9928 Website: www.cbuckinc.net FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Page Report NO.: 2 of 7- MM2 StORV-ER 14CBUCKEngineering Spxlalty Structural Englnx=kerinq 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 o margin of safety of2to1. FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page Report No.. 15-104 7- MM2-StORV-ER 14 Specialty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Performance Standards: The following test protocols were performed to demonstrate compliance with the intent of the code as this product is not addressed specifically in the code. ASTM E330-02 — Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements of Scope: the Florida Building Code, as related to the scope section to Florida Product Approval Rule 61G20-3.001. Limitations and • Scone 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'. Oration for aaalication 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 CBUCKEngineering Page Report No.: 145-104-MM2-St0RV-ER 14 Speclalty Structural Enginewinq CBUCK, Inc. Certificate of Authorization #8064 Components/Materials Ridge Vent: "MMI-2" Off Ridge Vent by Manufacturer): Material Type 1: Steel Thickness: 26 gauge (min.) Yield Strength: 40 ksi min. Corrosion Resistance: In compliance with FBC Section 1507.4.3: ASTM A792 coated, or ASTM A653 G90 galvanized steel Nominal Dimensions: Width: 24" Height: 4-1/2" Lengths: 2' , 4', 6', 8' and 10' Fastener(s): Base Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Annular Ring Shank Roofing Nails Size : 11 gauge x 1-1/2" Corrosion Resistance: Per FBC Section 1506.5 Standard: Per ASTM F 1667 Alternate Fastener: Purpose: Attaches Ridge Vent Base Flange to Deck Type: Hex -Head Wood Screw Size : #10 x 1-1/2" (min.) Corrosion Resistance: Per FBC Section 1506.6 and 1507.4.4 Standard: Per ANSI/ASME B18.6.4 Roof Cement: Type: Asbestos -free asphalt based roof cement w/ SBS rubber Application Size: 1/4" thick minimum Standard: Per ASTM D 3019 Type III and ASTM D 3409 FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Page rt No.: 55of MM2 StORV-ER 14 Spedalty Structural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation: Installation Method: Refer to drawings on Pages 6-7 of this report.) Prepare deck opening by trimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement to the underside, back and side flanges of the ridge vent. Cement should be a 1/4" thick and extend 2" onto roof underlayment. (Install cement in compliance with manufacturer's installation guidelines.) Position vent flange beneath loosened shingles and align with deck opening. Attach vent top, bottom and side flanges to deck with nails or screws spaced 4" o.c. and 1-1/2" from each end. Minimum fastener penetration thru bottom of support, 3/16". Install the "MMI-2 Off Ridge Vent" assembly in compliance with the installation method listed in this report and applicable code sections of FBC 5th Edition (2014). The installation method described herein is in accordance with the scope of this evaluation report. Refer to manufacturer's installation instructions as a supplemental guide for attachment. Referenced Data: 1. ASTM E330-02 Uniform Static Air Pressure Difference Test Architectural Testing, Inc.(FBC Organization #TST ID: 1527) Report #: D0249.02-450-18, 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) S FL #: FL 16568.1 R1 Date: 2 / 26 / 15 CBUCK Engineering Report No.: 165-1 MM2-StORWER 14 Page of 7 Sppclaity Structural Englneaering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc.' MMI-2" Steel Off Ridge Vent Attached to Wood Deck 4 1/2 in. I 1 5-1/2" Profile Drawines 18-1 /4" 12., Side View (Not To Scale) Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws MMI-2" Steel Off Ridge Vent Typical Fastener(s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Lower Slope Front) Typical Side View (Not To Scale) Y Higher Slope Back) v FL #: FL 16568.1 RI Date: 2/26/15 CE3UCK &nQ1nL=L=r1nQ Report No.: 175-104-MM2-StORV-ER-14 Page of 7 N iSpeKJcq1NStructural Engineering CBUCK, Inc. Certificate of Authorization #8064 Installation Method Millennium Metals, Inc. MMI-2" Steel Off Ridge Vent Attached to Wood Deck 1 1/ 7 o.c. 4'o. c. W'o. c. Typical, Maximum Typical Fastener( s) 11 Gauge Ping Shank Roofing Nail I Base Flange OR 10min. Wood Screws Top Plan View (Not To Scale) Typical Fastening Pattern) pep• Nominal Lengths 4 Ft. 6 Ft. 8 Ft. Typical Fastener( s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Typical Ridge Vent Assembly Isometric View ( Not To Scale) Florida Building Code Online'USS IG eS. Page 1 of 3 truc x Professional Regulation 1 suEmU s,nwroe I cuts s Fads I pooncaoons K 1 acts sue Map 1 un6 1® POW` O ,.6Os Nome I too in i user ReOwsuon .Net Topes BUSnPr.es .*Product Approval essiusEe ba user Regulation > AptAiMMO un > App11w001% oetaora0u[t Aaoeeval Itdw > .. .. . _..... __ FL 8 FL2197-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer MiTek Industries, Inc. Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 63017-5746 314) 851-7460 Ext 7480 dwert@mll.com Authorized Signature David Wert david.c.wert@mli.com Technical Representative David Wert Address/Phone/Email 14515 North Outer Fourty Drive Suite 300 Chesterfield, MO 630175746 314) 851-7480 dwert@mii.com Quality Assurance Representative David Wert Address/ Phone/.Emall 14515 North Outer Forty Suite 300 Chesterfield, MO 63017 314) 851-7480 dwert®mll.com Category Structural Components Subcategory Truss Plates Evaluation Report from a Product Evaluation EntityComplianceMethod Evaluation Entity ICC Evaluation Service, LLC Quality Assurance Entity Quality Auditing -Institute Ltd. Quality Assurance Contract Expiration Date 12/31/2015 Validated By lEva uatlon Service, LLC. aCertificate of Independence •• ill, 97 R5 COI Cpnifieete of tndeoendcnoe for Evaluafbn odf Referenced Standard and Year (of Standard) - Y r ANSI/ TPI 1 2007 Equivalence of Product Standards Certified By Sections from the Code https:// www.floridabuilding.org/pr/pr_app dtl.aspx?param=wGEVXQwtDgvrTEx%2bbkf .. 7/20/2015 Florida Building Code Online Page 3 of 3 Crc ' SAFE bttps://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXVwwgvT rEx%2bbkf... 7/20/2015 Excerpt from ICC-ES ESR-1311, Revised November 2011 INSTALLATION All truss plates. are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, multiple roller presses that use partial embedment followed by full -embedment rollers, or combinations of partial - embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Trusses must be assembled within the tolerances specified in ANSI/TPI 1, Chapter 3, Quality Criteria for the. Manufacture of Metal - Plate -Connected Wood Trusses. ICC-ES Evaluation Report ` Jr`-'J' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.org i (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council° DIVISION: 06 00 DO -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com. EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS' 1.0 EVALUATION SCOPE Compliance with the following codes: 2012, 2009, 20061ntemational Building Code* (IBC) is 2012, 2009, 2006 International Residentlal Code® (IRC) N 2013 Abu Dhabi International Building Code (ADISC)t The ADIBC is based on the 2009 IBC. 2009 Be code sections referenced in this report are the same sections in the ADIBC: Properly evaluated: Structural 2.0 USES MiTek® metal truss connector plates an: used as joint connector components of light wood frame trusses, 3.0 DESCRIPTION 3.1 MiTekm M-16 and MI116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1_46 mm)), ASTM A653 SS, Grade 40 steel, with a G6b galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm); Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut, thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. -Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch d there are 4.8 teeth per square inch 0.007nn 4 teeth pera squaremil mete) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3. 2 MiTek° M-20 and MII 20: Model M-20 and Model MI1 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0D05 inch thickness on each side (0.013 mm)] and having a base - metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0..45 inch 11A mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3. 8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced Q:25 inch (6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3. 3 MiTek® M-20 HS, Mil 20 HS, and MT20HSw: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability ( HSLAS-F), with a G60 galvanization coating 0. 0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/44nch-by-14nch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0. 45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0,25-inch-w4de (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6. 4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4. 0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, jCC_ M Evoluatiun Reports are not to be construed m representhtg aatherics or any other ouributa not speditcally addrwed. nor are they to be cortwed as on endorsemera of the svbject of the report or a reconunendationforia rdbythe r" no wormply by1CC E1 aluatlon sovlce. llC. erp ws or tmpged as to o» yfnding or oncar Platter in this repor 4 or as to ally prodw Page Iof5 Copyright 0 2015 ESR-1311. I Most Widely A066 • fed and Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibrinl/PLATE) LUMBER SPECIES SG AA EA AE EE M-16 AND Mil 16 Douglas fir-4arch 0.5 . 176 121 137 126 Hem -fir 0.43 119 64 102 98 Spruce -pine -fir 6.42 127 82 75 107 Southem pine 0.55 174 126 147 122 M-20 and Mll 20 Douglas fir-laich 0.5 220 195 180 190 Hem -fir 0.43 185.. 148 129 145 Spruce -pine -fir 0.42 197 144 143 137 Southern pine 0S5_ 249 190 184 200 M-20 HS, M1120 HS and MT20HS Douglas fir-4arch 0.5 165 146 135 143 Hem4lr 6.43 139 111 97 109 Spruce -pine -fa 0.42 148 106 107 103 Southern pine 0.55 187 143' 138 150 .. For SI: ittifi f = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of Joint AA = Plate parallel to load, wood grain parallel to load EA = Plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load... wood grain peyendicular to load EE = Mate perperldicularto load, wood grain perpendicular to load' All truss:plates tare pressed.into me'wood for the fun depth of d elr teeth by hydraulic -platen embedment presses. multiple roller presses thatusepartialembedmentfollowedbyfulleiiibedmentrollers, or combinations of partial embedment roller presses and hydraulic platen presses that feed trusses into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mil 16 M 20 ANO Mil 20 M-20 HS, MII 20HS AND OAT20HS Efficiency Poundslinch Pair Efficiency PoundsrinchlPalr Efficiency PoundsllnchftliFORCE DIRECTION of Connector of Connector of Connector Plates Plates Plates Tension Values in Accordance with Section •5.4.4.2 of TPI-1 (Minimum Net Section over the Joint)' _ Tension @ 0- 0.70 2012 0.50 880 0.59 1505 Tension @ 90- 0.36 1013 0.47 820 0.48 1219 Tension Values in AxordanoewUb TPI-1 with a DeWation [see Section 5.4.9 (e)) Maximum Nd Section Occurs over the Joint Tension @ 0- 0.68 1945 0.62 1691 0.67 1716 Tension @ W 0.30 849 0.48 841 f 0.52 1321 Shear Values Shear @ 0' 0.54 1041 0.49 574 0.43 761 Shear @ 30- 0.61 1178 0.63 738. 0.61 1085 Shear @ 60- 6.73 1402 0.79 936 0.67 1184 Shear @ 90- 0.55 i 1055 0.55 645 0.45 792 Shear @ 12V 0.48 914 0.42 490 0.34 608 Shear @ 1500 0.35 672 0.46 1 544 0.3 537 For SI: 1 lb/inch = 0.175 Nhnm, 1 inch = Z5.4 mm. NOTES: Minimum Net Section -A One through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line passes through a One of holes. IVlaxlnium Net Section - A line M mgh the plate's tooth pattern w+th the maximum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I Most Widely AnEted and Trusted Page 5 of 5 0.12V 0.2W 0 5W 0 3ar 32min a4m_ H m }127!+ 93mm 11 I 1 — • • _ .I. 000 gog o0a goo .goo 000 000000 J ' goo 000 00o goo Ong BOB goo 000 000 M-20 HS, Mil 20 HS, MT20HS I FIGURE 1-APPROXIMATE DIMENSIONS OF MJTEK CONNECTOR PLATES (in IneheS) (Continued) I ICC-ES Evaluation Report ro%, ouppewilrurra Reissued June 2015 This report is subject to renewal June 2017. VVVW-icc-es.ora 1 (800) 423-6587 I (562) 699-0543 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 www.mi.com EVALUATION SUBJECT: MiTeeTRUSS CONNECTOR PLATES: M-16, MII 16, M-20, MII 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTek® Truss Connector Plates M-16, MII 16, M-20, MII20, M-20 HS, Mil 20 HS, and MT20HSTM, recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MiTekeTruss Connector Plates M-16, MII 16, M-20, MII 20. M-20 HS, MII 20 HS, 2.0 through 7.0 of the master evaluation report ESR-1311. comply with the 2014 and and the 2014.and2010J%- ?-+de BWldmg Code—Resideh0l. provided the design and Intemationa!'@iliJding Code (IBC), provisions noted In the master report. Use of the MiTek®Truss Connector Plates M-16, Mil 16. M-20, MII 20, M-20 HS. Mil 20 HS, and MT20HS" has also been found to be in compliance with the High-Velodw Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holders quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. and NMOHS-, described in Sections 2010 Florida Building Code —Building installation are in accordance with the CC LS Evalualloa Repose are not so be construed as representing aesthetics or orry other attrrbut" not spxtfically addrweQ nor are they% come as an endorsement of the subject of the report or o rec»nmttndatlon far its use. There !s no ,vamp by lCC Evaluation Swlu, LLC erprrss ipi -- o onyjlnding or orhw nmagr In this repom or as to any product covered by the report Page 1 of 1 Copyright 0 2015 IMES Evaluation Report ` J"- r J' ' Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.oru (800) 423-6587 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00-WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com. EVALUATION SUBJECT: MTek® TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS"- 1.0 EVALUATION SCOPE Compliance with the following codes: 10 2012, 2009, 2006 international Building Codee (IBC) 1.. 2012, 2009, 20061ntemationa/ Residential Code® (1RC) a. 2013 Abu Dhabi International Building Code (ADIBC)t The ADIBC is based on the 2009 IBC. 2009 IBC code sections referenced in this tepori are the same sections in the ADIBC. Property evaluated: Structural 2.0 USES MiTekm metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MTTek®M-16 and Mt116: Model M-16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut thereby forming a sharp point The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 1-inch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 11/44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MTTek® M-20 and Mil 20: Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating [0.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 14nch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered OAS inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (QA mm). Each slot has a 0.334rich-long (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MTekm M-20 HS, MI120 HS, and MT20HS"': Models M-20 HS, MII 20 HS, and MT2OHS7u metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)] ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-1 inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots. OAS inch (11.4 mm) long and OA25 inch (32 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254nch-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction: Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, yCC-ES Evaluation Repom are not to be conxtrued as representing aesthetics or any oilier attributes nW JPWV)Caliy ad*=ed nor are theys b 'construed err an endorsement of the subJeet ofthe repot or a rernmmendarlonfor It, use: Mre is no warran b iCC Evaluation Senior, UC, erprrs Dl to any finding or other matter in this report, or err to any product covered by the report Page 1 of b Copyright m 2015 ESR-1311 I Most Widely ACpeptedend Trusted Page 3 of 5 TABLE 1-ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ibnn'/PLATE) LUMBER SPECIES SG AA EA_. AE EE M-16 AND MII 16 Douglas fa-4arch 0.5 17.5. _ _ 121 137 126 Hem -fir 0.43 - 119 64 _ 102 98 Spruce -pine -fir 0.42 _ 127 82 75 107 - . Southern pine 0.55 _ 174 126 147 _ 122 M-20 and MI120 Douglas fir -larch 0.5' 220 _ . 195 180 190 Hem -fir 0.43 185 148 129 145 Spruce -pine -fir 6.42 197 144 143 i 37 Southern Dine , 0.55 249 190 184 _ 200 M-20 HS, MII 20 HS and M_T20HS. Douglas fir-4arch 0.5 165 146 135 143 Hem -fir 0.43 139 111 97 109 Spruce -pine -fir 0.42 148 108 107 103 Southern pine 0.55 187 143 138 150 For Sh I lbro'? = 6.9 kPa. NOTES: Tooth holding units = psi for a single plate (double for plates on both faces when applying to area on only one face). To achieve values, plates must be installed on opposite sides of joint. AA - Plate parallel to load, wood grain parallel to load EA = plate perpendicular to load, wood grain parallel to load AE = Plate parallel to load, wood.grain• perpendicular to load EE = Plate perpendiCutar.to toad, wood.graln perpendicular to loadAliUussplate§ are pre3sed into the wootl for the futi depth of their teeth by hydraulic -platen embedment' presses. multiple roller presses thatusepartialembedmentfoliowed'by full-embedmerd rollers, or combinations of partial embedment roller*presses•andhygraulir platen presses that feed trusses Into a stationary finish roller press. TABLE 2-EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES PROPERTY M-16 AND Mill 16 M-20 AND Mil 20 M-20 HS, MII 20HS AND MT20HS FORCE Efficiency Poundsfinch/Pair Efficiency Poundstinch/Pair Efficiency Pounds/inch/Pair of ConnectorDIRECTIONofConnectorofConnector Plates Plates Plates . I Tension Values in Accordance with Section 5.4.42 of TPI-1 (Minimum Net Section over the Joirit)' Tension @ 0° 0.70 2012 6.50 880 0.59 1505 Ten W 0.36sion_® 1013 . 0.47 820 0.48 1219 Tension Values In Accordance with TPI-1 with a Deviation [see Section 5.4.9 (e)] Maidrriuhi Net Section Occurs over the Joint Tension @ 0' 0.68 1945 0.62 1091 0.67 1716 ' Tension @ 900 0.30 849 . 0.48 841 0.52 1321 Shear Values Shear @ 0° 0.54 1041 0.49 . 574 0.43 761 Shear @ 30° 0.61 1173 0.63 738 0.61 11185 Shear @ 600 0.73 1402 0.79 936 0 67 1184 Shear @ 90° Q.55 1055 0.55 645 0.45 792 Shear 120a 0.48 914 0.42 490 0.34 608 _ Shear ® 1500 0.35 ' 672• 0.46 0.3 537 For SI: 1 Winch = 0.175 N/mm. 1 irwh = 7.5.4 mm. NOTES: Minimum Net Section - A tine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this line.passes through a line of holes. 2MaAmurri Net Section - A line through the plate's tooth pattem With the mapmum amount of steel for a specified orientation. For these plates, this line passes through a section of the plate with no holes. ESR-1311 I most Widely Accepted and Trusted _ _ _ _ Page 6 of S 0.12r 02W O.WV o sw 3.2.mm A/}mom 2.Tmm 99a" MIM M-20 HS1 MH 20 HSI MT20HS FIGURE 1 APPROXIMATE DIMENSIONS OF M ITEK CONNECTOR PLATES (in inches) (Continued) ICC-ES Evaluation Report `OM r J r r r v Reissued June 2015 This report is subject to renewal June 2017. wwW.icc-es.p 1~(800) 423-6587 1 (562) 699-0543 A Subsidiary of the lntemational Code Council® DIVISION: 06 00 00- WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14516 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 434-1200 ryMrw.mli.com EVALUATION SUBJECT: MiTeOTRUSS CONNECTOR PLATES: M46, Mil 16, M-20, MII 20, M-20 HS, M1120 HS, AND MT20HS"- 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MTek® Truss Connector Plates M-16. MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HST", recognized in ICC-ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 2014 and 2010 Florida Building Code —Building of: 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeeTruss Connector Plates M-16, Mil 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HS'*", described in Sections 2.0.Ihrough 7.0 of the Master evaluation report ESA-, 131 1:.comply with the 2014 and 2010 Florida Building Code —Buildingandiiae2014and20a0,;Flodide Building- Crx sjdgn41, provided the design and installation are in accordance with the Intemaeonal Building. Wei .(IBC) prOvisiorisnated'io the master report Use of the MTek®Truss Connector Plates M-16, M11 16, M-20, Mil 20, M-20 HS, MII 20 HS, and MT20HSTM' has also been foundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For. prodi16b-. lling,und0 F)brida Rule 9N-3, verific9pft thdt:the. feport.hold.es quality assurance program is audited by.a. quality .as uranc9::ei C tyapprGved. by the. Florida Building CotrJmission for the type of ins& ons being.conducted is tlie- respq i5ility of;an: approved validatio^ entdy (or the code dWal when.the •report'. holder floes not possess .an appmyat by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. iCC, ES Evaluation Reports are not to be construed as representing aesthetic or my other attributes not specifko!!y oddrrmed. na ors AV to be construed to an endorsement othe subject ojrhe report or o recommendation tt use. J7ttre !r no warronry by ICC F1oluatbn So+lce LLC. vpresa or lmpllet( as to any finding or other matter to this report, or as to orry product covered by she report Page 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report r-Qr%-'J" Reissued June 2015 This report is subject to renewal June 2017. www.ICC-es,4of9 ( (800) 423-6587 I (562) 699-0643 A Subsidiary of the Intemational Code Council® DIVISION: 06 00 OD -WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www_ mii.comm EVALUATION SUBJECT: MiTekm TRUSS CONNECTOR PLATES: M-16, Mil 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: is 2012, 2009, 2006 International Building Codee (IBC) iiii 2012, 2009, 2006 International Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)t tThe ADIBC is based on the 2009 IBC. 2oo9 IBC code sedbns referenced in this repotl are the same sections in the AMC. Property evaluated: Structural 2.0 USES Wee metal truss connector plates are used as joint connector components of light wood frame trusses. 3.0 DESCRIPTION 3.1 MiTekm M-16 and Mil 16: Model W16 and Model MII 16 metal truss connector plates are manufactured from minimum No. 16 gage [0.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10,0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the flat plate. Each tooth is diagonally cut. thereby forming a sharp point. The teeth are additionally shaped into a twisted concave form, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm), and lengthwise in 1 /44nch (31.7 mm) multiples. See Figure 1 of this report for details. 3.2 MlTee M-20 and Mil 20. Model M-20 and Model Mil 20 metal truss connector plates are manufactured from minimum No. 20 gage 10,0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)] and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point See Figure 1 of this report for details. 3.3 MITek® M-20 HS, Mil 20 HS, and MT20HSTO: Models M-20 HS, MII 20 HS, and MT20HS n' metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)] ASTM A653 Glade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0:013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mat). Repeating 9/44neh-by-1-inch (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal, Each module has three slots, 0A5 inch (11.4 mm) long and 0.125 Inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.25-inch-wide (6.4 mm) strip of unpunched steel. The transverse centerines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6:4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4.1 General: All truss plates are pressed into the wood for the full depth of their teeth by hydraulic -platen embedment presses, 1CC4W Evaluation Reports are not to be construed as r preening authedcs or any other aaribut spee(fically addressed nor are they tom construed as an endorsement of the subject of the report or a scorn 1`Kd by the n is a no warranty b ICC Evaluation Service.1dC. etpress pl' to airy finding or other matter In this repor4 or as to arty p Y por Page 1 or 6 Copyright 0 2015 Page 3 of 5 ESR-1311. I _ Most Widely Accepted and Trusted TABLE 1 ALLOWABLE LATERAL RESISTANCE VALUES, HYDRAULIC -PLATEN EMBEDMENT' (Ib/iWIPLATE) EE LUMBER SPECIES SG AA EA AE M-16 AND Mil 16 las fir arc_h 0.5 176 121 137 102 126 . 98 11r 0.43 119 64 82 75 107 e pine -fir 0.42 127 126 147 122 nem Pine 0.55 W4 . _ M-20 and Mll 20 Iles fir —larch 0.5 220 195 180 129 190 145 fir _ 0.43 _ 185 _ 148 144 143 137 ce-pine fig 0.42 197 - 190 184 200 hem pine 0.55 249 N 20 "So MII 20 HS and MT20HS las fir —larch 0.5 165 146 135 97 143 109 rfir 0.43 139 111 108 107 103 ice -pinefir 0.42 148 143 138 150 iween Winn 0.55 187 For SI: 11b/ir? = 6.9 kPa. N Tooth h pplyingToothholdingunits =psi for a single plate (double for plates on both faces when a to area on Tony one face). To achieve values, p es must be installed on opposite sides of joint 2AA = Plate parallel to load, wood grain parallel to load EA = plate perpendicular to load, wood grain parallel to load AE - Plate parallel to load, wood grain perpendicular to load EE = Plate pe}p06CWaAOJoad. Wood grain perpendicular to load resses, multiple roller presses that 3Ali t t= plates are.pressed into the wood for the full depth of U1eir teeth by hydrau8rrplaten embedment pusepartialembedmentfollowedbyfull -embedment rollers, or combinations of partial embedment roller presses and hydraulic -platen presses that feed trusses into a stationary finish roller press. Tewr F 2--&FFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES For Sk 1 Ibrinch = 0.175 N(mm, tmen = zo.4 mm• NOTES: Minimum Net Section — A fine through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates, this Gna. passes through a fine of holes. 2Maximum Net Section — A rive through the plate's tooth pattern with the ma)dmum amount of steel for a specified orientation. For se splate, this line passes through a section of the plate with no holes. Most 0.12V 0.2W O.ODO" 0 3er 3.2mm 6.4mm 3cm12277mn M-20 HS, Mil 20 HS, MT20HS i FIGURE 1 APPROXIMATE DIMENSIONS OF MITEK CONNECTOR PLATES (In Inches) (Continued) I ICC-ES Evaluation Report Reissued June 2015 This report is subject to renewal June 2017. WWW.icc-eS.o I (800) 423-6587 ) (562) 699-0543 A Subsidiary of the International Code Councilo , DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53--Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mii.com EVALUATION SUBJECT: MiTek® TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS' 1.0 REPORT PURPOSE AND SCOPE Purpose: at MTek®Truss Connector Plates M-16,MllThepurposeofthisevaluationreportsupplementistoindicateth16, MII ort ESR4311, have also been evalluateuate 20, M-20 HS, MII 20 HS, and MT20HSTM, recognized in ICC-ES master rep d for compliance with the codes noted below... Applicable code editions: a 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2. 0 CONCLUSIONS The WeeTruss Connector Plates M-16, MII 16, M-20, MII 20, M-20 HS, MII 20 HS, and MT20HS"', described in Sections 2. 0ihrough 7.0 of th0.MaSW.evaluigCi8 repori,ESR-1e provided thewith hdesign and installatic ete niaiccordd ng nee with the and ttie' 2D94 avid •2010-Florida eullding. Code-f?esJd lntemagOnai ftfidingCodd .(IBC pro slonS noted•in the master report: Use of the Wee Truss Connector Plates M-16, M11 16, M-20, Mll 20, M-20 HS, MII 20 HS, and MT20HSTM has also been found tobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building andthe2014and2010FloridaBuildingCode —Residential. For p. 40W..taie g under Florida Rufe•ON-3, verification that the report holder's quality assurance program is,audted.by a quality.as ir i e. eMity > i :bY• ttre •Florida Building Commission for the type of inspsCdD being conducted by responsibr'f6i1•. .. Cf ari-.approved validation entity (or the code official when the .report holder.doet not possess..an app the Commissiorij- This supplement expires concurrently with the master report, reissued in June 2015. CC -ES L• roluolion Reportsors not to be colulrued of reprveraing ued ourhetla or any other amibvlty not specifically addrcsxd. nor an Uu-robe "onle t as on endorsement of the subject of the reportor o recommerdol` j e sdsuse - There no %rarronry by ICC F.voluorlon ScalaIl G !d to uny j7nding or other oraller In this report or as to any ProductPage 1 of 1 Copyright 0 2015 ICC-ES Evaluation Report " 9 Reissued June 2015 This report is subject to renewal June 2017. www.1cc-es.om 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00--WOOD, PLASTICS AND COMPOSITES Section: 0617 53-Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314) 4344200 www.mli.com EVALUATION SUBJECT: Mrreke TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, Mil 20 HS, AND MT20HS- 1.0 EVALUATION SCOPE Compliance with the following codes: a 2012, 2009, 2006 international Building Code® (IBC) a 2012, 2009, 2006 international Residential Code® (IRC) 2013 Abu Dhabi International Building Code (ADIBC)1 s'fta ADIBC is based on the 2009 I8C. 2009 IBC code sections referenced In this report are the same sections In the ADIBC. Property evaluated: Structural 2.0 USES MiTek® metal truss connector plates are used as joint connector components of light wood frame trusses.. 3.0 DESCRIPTION 3A MiTeke M-16 and M1116: Model M46 and Model M11 16 metal truss connector plates are manufactured from minimum No. 16 gage 10.0575 inch total thickness (1.46 mm)), ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base - metal thickness of 0.0565 inch (1.44 mm). Slots 0.54 inch 13.7 mm) in length are punched along the perpendicular axis of the plates. The metal displaced by the slot is lanced and formed into two opposing teeth, protruding at right angles from the fiat plate. Each tooth is diagonally cut, thereby forming a sharp point The teeth are additionallyshapedintoatwistedconcaveform, facing the slot cutout area. Teeth are 0.16 inch (4.1 mm) wide and 0.37 inch 9.4 mm) long, and there are 4.8 teeth per square inch 0.0074 teeth per square millimeter) of plate area. Plates are available in 14nch (25.4 mm) width increments, up to 12 inches (305 mm). and lengthwise in 11144nch (31.7 mm) multiples, See Figure 1 of this report for details. 3.2 MiTeke M-20 and MIl 20: Model M-20 and Model MII 20 metal truss connector plates are manufactured from minimum No. 20 gage [0.0356 inch total thickness (0.9 mm)], ASTM A653 SS, Grade 40 steel, with a G60 galvanization coating 10.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). The plates have repeating 1-inch-square (25 mm) modules of teeth stamped out and formed at right angles to the face of the parent metal. Each module has four slots, 0.45 inch 11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot and resulting in each module having eight teeth. The transverse centerlines of adjacent slots are staggered 0.15 inch 3.8 mm) in a longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch (6.4 mm). Each slot has a 0.334nch4ong (8.4 mm) tooth at each end. Each tooth is formed with a symmetrical V-shaped cross section at its base, and twists approximately 22 degrees to its point, See Figure 1 of this report for details. 3.3 MiTeke M-20 HS, Mil 20 HS, and MT20HS71: Models M-20 HS, Mil 20 HS, and MT20HSTM metal truss connector plates are manufactured from minimum No. 20 gage 10.0356 inch total thickness (0.9 mm)), ASTM A653 Grade 60, high -strength, low -alloy steel with improved formability (HSLAS-F), with a G60 galvanization coating 0.0005 inch thickness on each side (0.013 mm)) and having a base -metal thickness of 0.0346 inch (0.88 mm). Repeating 3/4-inch-by-14neh (19 mm by 25.4 mm) modules of teeth are stamped out and formed at right angles to the face of the parent metal. Each module has three slots, 0.45 inch (11.4 mm) long and 0.125 inch (3.2 mm) wide, fabricated by punching two teeth out of each slot area, and resulting in each module having six teeth. Each module is separated by a 0.254rich-wide (6.4 mm) strip of unpunched steel. The transverse centerlines of adjacent slots are staggered 0.15 inch (3.8 mm) in the longitudinal direction. Longitudinal centerlines of slots are spaced 0.25 inch 6.4 mm). Each slot has a 0.334nch-long (8.4 mm) tooth at each end. Each tooth is additionally shaped, twisting an approximate 22 degrees to its point. See Figure 1 of this report for details. 4.0 DESIGN AND INSTALLATION 4A General: All truss plates are pressed into the wood for the full depth of their teeth by hydrauliaplaten embedment presses. CC -ES Evaluation Reports are not to be construed m npruentl lg aesthetics or any other attributes nor speditaolly addressed ware they ro be eomtrued as an endorsemew of the sabjeu of the report or a recomm vutcorer 1 ue, Themhe "Pis no ort warranty by lC7C Evaluation Strrlce, llC. esWrs+ or bn rkd or C to at7 finding or other matter to this report or as to any M by Papa 1 of 6 Copyright 0 2015 1311 1 Most Widely Accepted and Trusted TABLE _ALLOWABLE LATERAL RESISTANCE HYDRAUUC-PLATEN EMB DMENT3 (Ib/in /PLATE) ES, LUMBER SPSG ECIESM- 16 AND Nlli 16 r- larch 0.5 N 0.43. rie fir 0.42 pine 0.55 176 121 127 82 174. 126 ._ . Douglas fir4arch .. 0.5 Hem - fir 0.43 Spruce- pine-fr 0..42 _- outhem pine 0.55 Douglas fir -larch 0.5 r..__ OA3 M- 20 and Mil 20 . E 195 18148 197 .144 M-20 HS, Mil 20 HS 165 0. 42 _ 148 0.55187 190 MT20HS 146 111 108 143 Page 3 of AE EE 126 137 10298 75 107 147 122 180 129 143 184 190 145 137 200 135 143 97 109 107 103 138 150 For*91: 1[bW = 6.9 kPa. NOTES: to area on only one face). To achieve values, Plates Tooth holdingunits = psi for a single plate (double for plates on both faces when applying must be installed on opposite sides of Joint 2AA = Plate parallel to load, wood grain parallel to load EA = Plateperpendiculartobad, wood grain parallel to load AE = Plateparalleltoload, wood grain perpendicular to load eul8 ibloadvMoOtl9atnPA?^J' to presses, multiple roger presses that EE latePerpend A8' IrM,plates are_pressed into the:wood for the' full depth of their teeth'by hYdiaulio platen embedirrent use partil.erribedment fotiv+wed b!! {u({.prnbedment rolleis. or. W"t9riaNdns of partial embedment FoOo presses and'hydraullc-platen presses that feed trusses into a stationary finish roller press. TABLE 2- EFFECTIVE TENSION AND SHEAR RESISTANCE ALLOWABLE DESIGN VALUES M-20 AND MII 20 ' M-20 HS, MI PROPERTY FORCE DIRECTION till- 16 AND MII 16 Efficiency Poundsfinch Pa of Connector Plates Tension Values in Accordance with S Tension OF 0.70 2012 Tension @ 90° 0.36 1013 Tension Values in Accordan Ma)dmum Tension @ 0° 0.68 1945 Tension @ 90° 0.30 849 Shear @ 0° _ 0.54 1041 Shear @ 300 0.61 1173 _ Shear @ 600 0.73 1402 Shear (a$ 90° 0.55 1055 Shear @ 120° 0.48 914 it Efficiency PoundstInch/Pair Efficiency of Connector , Plates action SAA2 of TPI-1 (Minimum Net Section over the av)rrp' 0.50 ti80 0.59 J0.48cewith TPI-1 vAih a Deviation [see Sedtion 5A.9 (ej) Net Section Ooc_urs over the Joine 0.67 0.6210910:48 841 0.52 Shear Values OA9 574 - rOA3 0. 637380.61 0.79 9360.67 0M. 6450. 45 0.47 490 0.34 0.46 544 0.3 S AND MT20"s Poundslinch/Palr of Connector Plates 1218 1716 1321 1085 1184 537. Shear @ 150" Wig - For Sh 1 Inch = 0.175 Nhnm,'inch = 25.4 mm. NOTES: Minimum NetSection -A line through the plate's tooth pattern with the minimum amount of steel for a specified orientation. For these plates. this tine passes through a line of hole: ataes tx lineSection - A line passes through a thrown of e plate s tooth t with no holes. Wththe maximum amount of steel for a specified orientation. For these Page 5 of S ESR-1311 I _Most Widely Accepted and Trusted 0 t 2V .0.250' 0.5W 0 sew 32mm 64mn j127mm ano ono 000 000 Gan Goo 000 00o Ogg 000 Goo 000 ono Goo Goo loan Goo Goo HIAQIFt 1 M-20 HS, .MII 20 HS, MT20HS FIGURE 1—APPROXIMATE DIMENSIONS OF MiTEK CONNECTOR PLATES Con Inches) (Continued) ICC-ES Evaluation Report F-o%0 Reissued June 2015 This report is subject to renewal June 2017. www.icc-es.ora I (800) 423-6587 ( (562) 699-0543 A Subsidiary of the International Code Council® DIVISION: 06 00 00—WOOD, PLASTICS AND COMPOSITES Section: 0617 53—Shop-Fabricated Wood Trusses REPORT HOLDER: MITEK INDUSTRIES, INC. 14515 NORTH OUTER FORTY, SUITE 300 CHESTERFIELD, MISSOURI 63017 314)434-1200 www.mil.com EVALUATION SUBJECT: MiTele TRUSS CONNECTOR PLATES: M-16, MII 16, M-20, Mil 20, M-20 HS, M1120 HS, AND MT20HSTM 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that MiTee Truss Connector Plates M-16, Mll 16, M-20, Mll20, M-20 HS, Mll 20 HS, and MT20HS'"J, recognized in [CC -ES master report ESR-1311, have also been evaluated for compliance with the codes noted below. Applicable code editions: 6 2014 and 2010 Florida Building Code —Building 2014 and 2010 Florida Building Code —Residential 2.0 CONCLUSIONS The MTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20. W20 HS, Mil 20 HS, and MT20HS'"", described in Sections 2.0 through 7.0 of the master evaluation report ESR-1311, comply with the 2014 and 2010 Florida Building Code —Building and the 2014 Md:2010 FArida StdW09; Code—Re entiaf, provided the design and installation are in accordance with the International Bullding Code {ISCj provisions noted in'the. master report. Use of the MiTeleTruss Connector Plates M-16, Mll 16, M-20, Mll 20, M-20 HS, Mil 20 HS, and MT20HSTM has also beenfoundtobeincompliancewiththeHigh -Velocity Hurricane Zone provisions of the 2014 and 2010 Florida Building Code — Building and the 2014 and 2010 Florida Building Code —Residential. For products falling under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by aqualityassuranceentityapprovedbytheFloridaBuildingCommissionforthetypeofinspectionsbeingconductedistheresponsibilityofanapprovedvalidationentity (or the code official when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the master report, reissued in June 2015. eY be ed0C-0 Eaaluanoe Reports are not to be eotttinted at representing aathale" or any other anribum not spe Yleolly addressed, nor are resat or 1 cem as as an endorsement ofdie subject ofthc report or a recommendation for its use- There is no wanont !CC Evoluotion Se via. Il G esp to arty finding or other manor in thk report ore to and produe" cowed by the report Page 1 of t Copytight 0 2015 w Florida Building Code Online \ Page 1 of 2 V Business Professional Regulation I Mon K vffloa—mmm !"I I- D'pMMIJ SCIS HWM I Log In I User Registration i Hot Topics I Su1nNl Surcharge I Stets 6 FKLS I Publications FBC Staff ( BUS Six Map I Links I S rCh Busines al Product ApprovalProfessiUSER: Putdic User Regulation Proor,rt Aeereral r.Yrro > Product at Anifficalkin Search. > A6MIcation Lift > Apptlrktlon D*W FL aY FL14239-R3 f Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer BMP International Inc. Address/Phone/Email 4710 28th Street N St. Petersburg, FL 33714 727)458-0544 benmeng8@yahoo.com Authorized Signature Xianbin Meng benmeng80yahoo.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Anchors Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Pi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Frank L. Bennardo, P.E. the Evaluation Report Florida License PE-0046549 Quality Assurance Entity National Accreditation & Management institute Quality Assurance Contract Expiration Date 12/31/2D18 Validated By Ted Berman, PE L,?I Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Standard Year ASTM D1761-06 I 2006 ASTM D1761-88 2000 Florida Licensed Professional Engineer or Architect ufEJ_14239 R3 Eov Eou1v.odf https://www. floridabLiilding.org/pripr_app_dtl.aspx?param=wGEV XQwtDquDEJErtOSCei... 7/20/2015 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Suminsiy of Products . Method 1 Option D 04/23/2015 04/30/2015 05/06/2015 06/23/2015 FL a Model, Number or Name Description 14239.1 Slotted Steel Tie -Down Clips, 1' Steel Tie -Down Clip System (For Use with Mechanical Units and 2' Models at Roof or Grade) Limits of Use Installation Instructions Approved for use in HVHZ: Yes F L1'4 ao 3 .II Dwa.did Approved for use outside HVHZ: Yes Verified By: Frank L. Bennardo, P.E. 0046549 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: This design provides allowable capacities for the I FL' &W, R3 AE' Eval.ndP system. The required site -specific design pressure (demand) Created by Independent Third Party: Yes shall be calculated by others for use with this design. Contad us :: 194n North Herren ernar_ 7allahanee FL' ]L9i1 ahenr. eSM.IR7-f i. The State or Florida Is an AA/EEO employer: r rr.r.et 2nn7.2011 State of f1Mda.:: :: _ ItOYGt :: Refund Slaterne t Under Florida taw, email addresses are publk records. n you do not want your e-mail address released In response to a publlcr s request, do not sow dlLY+ONC mad to rots "alb• tmw*d. oDrdael the 011ke by P ON a Vby a06bN1 or" 0 yov,Qave OW,4ut"rhs, please contaCt 407.1395. rhrritrarA to Sottlon 455.27511). Florida Slolates, eROQh9ORobC_r l: lFid201YrIk Aiees Ike ueOorChaple 4S5, _% mist provide the Department with an !mall 6ddiass If they have errt 71er Mnailsprd4WtA nov be usa0 for oal m bemunkSlbewith the Oversee. Ibwsver emsb addresses are pubtk record. 11you &Flat wish to supply a pai "address, please prohrlde the ocoartment with an ero1Y address which Can be made avaaalle to the public. To determine if you are a licensee under CJ ap* 4S5: r.5., please cede betL. Product Approval Accepts: go ®®® sci' u . 1 https:Hxk ww.floridabui1ding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquDEJEriOSCci... 7/20/2015 BMP INTERNATIONAL, INC' MECHANICAL UNIT STEEL TIE -DOWN CLIP: AT GRADE & ROOF -TOP MOUNTED APPLICATIONS 7SL6 MIN. WEIGHT, 1 _MECHAWCAL UNIT PER SEPARATE CERT IFIGTION, TY. CENTER OF GRAVITY ASSUMED TO ACT AT THE . GEOMETRIC CENTER OF THE I MECHANICAL UNIT. V W TCENTER OA MECMANICAL UNIT MUST BE SQUARC OR RECTANGULAR, NO IRREGULAR SHAPES Z.5 I I u GRAVITY JfQt N ti• M. _/ _,•• HOST STRUCTURE DESIGIV / ' BY OTHERS. SEE DES' SCHCDULES FOR ALLOWABLE SUOSTRATES _ r FU MECHANICAL UNIT TTp 1 TIE -DOWN ISOMETRIC 1 ISOMETRIC SEE DESIGN SCHEOULEFOR MAXIMUM SURFACE AREA AND DESIGN PRESSURE, TYP. STEEL TIE4DOWN CUPS. SEE DETAIL 1j! 213 1.2 FOR CLIP INFORPIATION, 3 TYP. 3' MAX TYP. i TIE -DOWN CLIP DIRECTIVE EXAMPLE THE gXLOWING EXAMPLE ILLUSTRATES THE PROCEDURE USED TD DETERMINE THE MAXIMUM ALLOWABLE ROOF -TOP INSTALLATION HEIGHT, H. AOR ANY GIVENMECHANICALUNITTHATCONIORMSTOTHEDIMENSIONRESTRICTIONSANDDESIGNCRIT9UALISTEDHEREIN. SEE SHEETS 4.5 FOR DESIGN SCHEDULES.) MECHANICAL UNIT CRITERIA: TCOITNSIDERTHEINSTALLATIONOF (1) MEGtmICAL UNIT WITH THE FOLLOWING WTERIA- 1440-170 MPH, EXPOSURE IT 4W TALL 40' DEEP R 4B' WIDE, 100 LA (WEIGHT AS VERIFIED BY OTHERS) INSTALLED TO 3W PSI MIN CONCRETE WITH (1)•2' CUP AT EACH CORMCR OF UNIT CTOTAL OF (4) CUPS ODNV'FAP FOE. vV`rv•`• PROCEDURE STEP RESULT 1 OEfGMIME THE CONY.ELTIOn lYP[ DASCD ON THE OXN SH[£T 2CONNECTION TYPE 3 ' THIS INSTALLATION IS INTENDED FOR A VUR•170 MOM, fXPOSNRf'W- TM1S DESIGN 2 DETERMINE WHICH DESIGN SCHEDULE TABLE TO USE CRITERIA CORRESPONDS TO TABLE S 3 DETHI THE LARGEST FACE AREA of MECHANICAL UNIT TO Be INSTALLED 4N[c4B'•16FT' - THIS UNIT MEIGNT OF 48' 15 EQUAL TO THE MAXIMUM ALLOWABLE HEIGHT OF 4W- MOTE TMS PRODUCT APPAYVAL ALLOWS THL, LIMIT TO BL fMrALLLD ON TOP 4 CHECK MAXIMUM UNIT HEIGHT RESTRICTION Of AM A/C STAND -AI S A MAXIFIIFM JO' TAIL IF AW A/CSrAND 1S tFF fLJZM CMCA 7D f[L TMAf TIC[ STAND 00E3 MOT OTCLED 701 IN FIEIGM CHPOt RANI MUNN Wf I N LEA I MUM ID 4 THIS UNIT MAY Be INSTALLED AT ROOF HEIGHTS LESS THAN ON EQUAL TO IS Pr- ADDTOMALLY, THIS UNIT MAY BE INSTALLED ON RoOf-TOP HEIGHTS GREATER 6 DEIEPMtN! ME ALIOWABIt ROOf•TO HEiG1T a THE IRSTALLATION THAN FAR AND LESS THAN 100 FT. SEE (•) ON TABU S FOR THE NUMERICAL VALUES OF THIS DESIGN EXAMPLE DESIGN NOTES:.2 THIS PRODUCT HAS BEEN DESIGNED IN ACCORDANCE WITH ASCE 7.10 AND THE BUILDING CODE FOR USE WITHIN AND OUTSIDE THE HIGH VELOCITY HURRICANE ZOf INDICATED IN THE ACCOMPANYING DESIGN SCHEDULK THE DESIN•TR dLITERIA USED li GLNLAR T/R4(LOWABLE Roo"O11LIGAS COMIDLAS AST=T•!0 SECI1W1291.5 .1 FOR RODE TOP HERON (1y 6!0 R AND SNC710H »-S FIDIR R00F TM MEIG11S (ro>It0 R SIMON 29.4.E FOR DISTALU710XIS AT SIRAOL (OC1L-4.10 WITHIN TM HN12, tcowGfyJ, _-It" OUTSIDE THE LA2(N4A, ?RENnIeOY[U s ALL 6XLR DESIGN A= 2•10 CHAPTERS 26 ». THE HEIGHTS LISTED IN THE DESIGN SCHEDULES REPRESENT ME ALLOWABLE HEIGHT OF THE BUILDING. THIS PRODUCT APPROVAL ALLOWS FDA EACH UNIT TO BE INSTALLED ON A MAXIMUM 30' TALL NC STAND (CERTIFICATION BY OTHERS) ON TOP OF THE HEIGMTS LISTED IN THE DESIGN SCHEDULES, GENERAL NOTES:_ 1 THIS PRODUCT HAS BEEN DFSI34D AND SHALL Be FABRICATED IN ACCORDANCE WRH THE REQUIREMENTS Of IHE FLORIDA BWL03 IG CODE R ASCE 7.10. THIS PRODUCT MAY Li 0 N ®W`7 i a LU' o 1 r.O W W G . BE USED WTull AND OUTSIDE THE HIGH VEEOC(IY HURRICANE ZONL 2. NO 33.0% INCREASE IN ALLOWABLE STIIESS HAS BEEN USED IN ME DESIGN OF THIS SYSTEM. IS BASED ON CLIENT PROV:DCD MRODUCT AND OIE SHEETS FROM TEST u L3DESIGNREPORTSZD19>dITA_ • BY TESnM: EVALUATION LABORATORIES, 7 z INC. ND A106TITTOR4 r APPROVAL BY THIS ENGINEER SHALI BE PERMITTED: 4. MAXIMUM MINIMUM OMENSDNS AND MINIMUM WEIG'IT OF MECHANICAL UNIT SMALL 2 QCONFORMTOSPECIFICATIONSSTATEDHEREIN. ALL MECHANICAL SPCCIFIC4TIONS CLEAR SPACE, TONNAGE, ETC.) SMALL BE AS PER MANUFACTURER RECOMMENDATIONS p z uo 8 AND ARE THE EXPRESS RESPONS10:LITY OF THE CONTRACTOR. On•EAa'1SE O ;? FASTENERS TOBE P 12 X ): OR GRGTEA SAE GRADES UNLESS NOTED TANS FIRM PCOREFERRED TOHEREINSMALLBEBRALDEXBRAND, CARBON STEEL ONLY. lJ n Q E INSTALLEDTO3000 PSI MIN CONCRETE. SEE ANC•10R SCHEDULE FOR ANCHOR E m KEQUIPHAENT5. ALL FASTENERSSMALLHAVEAPPROPRIATECORROSIONPROTECTIONzr• TO PREVENT ELECTROLYSIS 6. ALL STEEL CUPS S'IALL BE ASFM A2B3 STEEL (GRADF O) WITH Fy-33 KSI OR BETTER.cc C = ALL STM MEMBERS SMALL BE PROTECTED AGAINST WRROS104 WITH AN APPRCNPO Lu o NIL COAT OF PAINT, ENAMEL OR OTHER APPROVED PROTECTION. MO -RATED COATING 3 REQUIRED FOR ALL COASTAL INSTALLATIONS. Z 7. ALL COMM SPECIFIED HEREIN IS NOT PART Of THIS CERTIFICATION. AS A MINIMUM. p-1 ALL CONCRETE SMALL BE STRUCTURAL CDACRETF 4' MIN. THICK AND STALL KAYE a MINIMUM COMPRESSIVE STRENGTHOF3000PSI, UNLESS NOTED OTHERWISE. IS RESPONSIBLE TO INSULATE ALL MEMBERS FROM DISSU 41LOA z THE CONTRACTOR MATERIALS TO /REPENT ELECTROLYSIS. ELECTRICAL fitW'ID, EQU WHEN RiRED..TO !k oESIGIrtD a IIdTNLLLN IIY OMDtS. m 10. THE AD[ OUKT OL AIn ERTSTING STRLTCTIRi! 10 WIHWAND SUPERIMPOSED LOADS SMALL BB VLitU[ ED BY THE OIISITE DCSION MRoPESSIOMAI AND IS NOTUIONDED IN THIS CEFMFICATION.EXCEFT AS EXPRESSLY PROVIDED HEREIN, NO ADOM014Al CERTIFICATIONS OR AFFIRMATIONS ARE INTENDED. g, I. 'p 11. THE SYSTEM DETAILED HEREIN S GENERIC AND DOES NOT PROVIDE INFORMATION FOR A jtE ji(4' A SPECIFICSITE. FOR SITE CONDITIONS DIFfEAENT FROM THE CONDITIONS DETARED yy HEREIN, A LICEASED ENGINEER OR REGISTERED ARCHITECT SHALL PREPARE SITE B gas SPECIFIC CoCTIXENTS FORUSEUNCONAUNLTIONWTIHTHISDOCUMENT. 44 211 12. WATER -TIGHTNESSOFEXISTINGMOSTSUBSTRATESHALLBETHEFULLRESPONSIBILITYOFMEINSTALUNG CONTRACTOR. CONTRACTOR SMALL ENSURE THAT ANY REMOVED OR ALTERED WATERPROOFING MEMBRANE 15 RESTORED AF7D1 FABRICATION AND BE INSTAL AT30:NOFSTRUCTUREPROPOSEDMEREIN. IIIIS ENGINEER SMALL H07 RESPONSIBLE FOR ANY WATERPROOFING OR LEAKAGE ISSUES WHICH MAY OCCUR AS W4TER•IIGHTNESS SHALL BE THE FULL RESPONSIDILTT` Of THE INSTALLING II B 3 B• CONTRACTOR. 13. FOR AN EXPLANATION OF EXPOSURE CATEGORIES THAT ACCOMPANY THE VtAt WIND TJ' ffff SPEEDS USED IN THIS APPROVAL. SEE SECTION 36.7.3 OF ASCE 7.30. B 15-2378 I cl CONNECTION TYPE Cl 11 CLIP - UTILIZE (1) AT EACH CORNER FOR A TOTAL OF (A) PER UNIT ANCHOR SCHEDULE: 1" CLIPS 2" CLIPS S 1 jet I 3' MAX I t 1YP. ` 1' CLIPS r rAAi Afp, f, w..A'` •'` .I.• 3'MAX SUSST"'m otltllt TIOM 1).SF16.0 CARBON STEEL TIM SUILOEX TAKOM, CONCRETE- 2Y.' FULL EHDLD TO A• TMOI MIN, CONOIET2. 3)<- M:n. 3000 PSI MIN.) EDGE DISTANCE, A. M.N. S AC39G ID ANY ADIACENT ANCHOR I T)-s 14 SAE GRADE S ALUMINUM: SMEP.7 METAL SCREW TO MIN. OJ]S' min. ALUMINUM. FROVWE (5) iHIU(. 6 1-76 PITCHES Hill. PAST MIN: ALUM THREAD FLAKE STEEL: IT)•*1A SAE GRADE 5 0.125 Mix. SHEET METAL SCREW TO THICK, 33 Tim STEEL. PROVIDE (5) MIN. STffi) PITCHES HIM. PAST THREAD PINE SubsmTE DESOOPTIDMl U•sn6'o CARBON ss m Bun Dix TAICO. : CDFICRETE: 2)S'FULL EMBED TO h ATHICK MIN, OOLTCRET4 Al Mtn. SOD PSI PON.) EDGE DISTANCE. W MIN• SPACING / O AIR AD. ACENT ANCHOR. 2" 14 SAE GRADE 5 AIUMINUDI. SHEET METAL SCREWS TO 0. 125• M 4. ALUMINUM. PROVIDE (5) TNIC+' A001•16 PITCHES MIN. PAST MIN. AWMu1UM) THREAD PLANE STEP.• 2)-A14 SAE GRADES 0. 12S' MTN. SHEET METAL SCREWS TO THICK, 31 KS: STEEL, PROVIDE ()) MIN. STuo PITCHES Min. PAST THREAD PLANE Tw. I. EMBEDME NTAND CDC! DLSTARCE EXCLUDES F.N15H[S, IF A PLIGBLE. 2. ENSURE MIHiMUM EDGE DISTANCE AS VOTED IN A"CHOR SCHEDULE. J. SEE DFTAIIS ON SHEET 3 FOR ANCHORS ATTA irinG TO MECHANICAL UNIT CONNECTION TYPE C2 1' CLIP - UTILIZE (2) AT EACH CORNER FOR A TOTAL OF (!) PER UNIT r ) ( r NAx CUPS ! s. MAX 'm ) i 2' CLIPS )' TTrrUi TTP. ' ' P. ' . I 1 7YPy, I UNIT WIDTH 6' MAX 6' MA% CUP OFFSET CLIP PAIR SPACING—J ( CUP OFFSET LI 3'TTP MECHANICAL l-- cup•CUP uHIT PER SOACUIG SEPARATE CERTIFICATION UTILIZE ( A) CLIPS EA SIDE OF UNIT FOR A TOTAL OF B) PER UNIT C3 CONNECTION TYPE C3 CONNECTION TYPE C4 s ALTERNATE 8 CLIP DETAIL r O.tK, (FTiLIjE (1) AT EI1CH COAIp FOd A TOTAL OF (ALDER IA17i• 2 PS • Y17U2E (2)AT TROT CORNER FOR A TOTALOF [t1 pE0. UMR 3 N.i.S'' PLAN VIEW THIS DETAIL MAT BE USED AS AN ALTERNATE GEOMETRIC PATTERN FOR ALL CONNlCTTON TYPES THAT UTILJ2E (2) CLIPS AT EACH CORNER FOR A TOTAL GF (B) CUPS PER UNIT. PO FOR AMY CLIP LONGER THAN 10' 0 19, UTILIZE (S)-e12 SAE Y 719: GRADE S SHEET METAL SCREWS, TYP. 0.068' THICK ASTM A7B3 0 p STEEL TYP. 0' pp, o3)•/225AEGRADES , SHEET oys p CUPSUPUP LONG. LTIU2E (S)-/12 SHEET METAL SCREWS TOR CLIPS LONG_ THAN S. 7YP.' HOLE, WITH p ANCHOR ANC1ORFROM 1' o OJS' . I A. CUPANCHOR SCHEDULE. TYP. 1 OTHER DIMENSIONS -- - c SIMKLAR) 11 -1- 1 i 1 CLIP ISOMETRIC DETAIL 3 N. T.S. Isom mi e o:Iss' J K 0OR ICK 0.11i- THICK0UASTMA283 STEEL, TYP 3)-/ 12 SAE GRADE S SHEET METAL SCREWS FOR CLIPS 4• LONG. UTILI2E (4)-/12 SHEET WAL SCREWS FCR CLIPS LONGER THAN 4'. n TYP. I'f WO HOLES, NOT TO I BE USED FOR ANCHORS, TYP. FACTORY -MILLED 1:'0 HOLES; V UTIUZE (1) OR (2) ANCHORS FROM 2' CLIP ANCHOR SCHEDULE, TYP. 4Z 2" CLIP ISOMETRIC DETAIL 2 1 N.T. S. ISOMETRIC MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 606346 MIN. ALUMINUM SKEET WITH Fry - JD KSL 0.12S• — MIN. THICKNESS, STEEL HOUSING UNITS SMALL BE ASTM A653 Fy-33KS( MIN. STEEL, GRADE 33, 22GA MIN. (t-0.029n. 0.068• THICK ASTM 4283 STEEL CLIP, TYP BASE Of UNT SIULLL" BE FLUSH WTH BASE OF CLIP, NO SPACE PERMITTED. TYP. 3)•/12 SAE GRADE S SHEET ET1LL SCREWS FOR CLIPS UP TO 5' LONG, UTILIZE. (S) 412 SHEET METAL SCREWS FOR CLIFS LONGER THAN 51. PROVIDE ( 5) PITCHES MIN. PAST THREAD PLANE FOR EACH SMS, TYP. ANCHOR PER ANCHOR SCHEDULE SUBSTRATE PER ANCHOR SCHEDULE VARIES) 1" TIE - DOWN CLIP -- -- 3 ANCHOR DETAIL 3 3' - 1'-0' DETAIL CLIP IS DESIGNED FOR fULL CONTACT %yIZ IKE BASEOFEACHMECHANICALUNIT, TYP. MECHANICAL UNIT BY OTHERS. ALUMINUM MOUSING UNITS SMALL BE 6063•T6 MIN. ALUMINUM SHEET Wl iH RY-301KSI. 0.12S' (3)-012 SAE GRADE S SHEET MIN. THICKNESS, STEEL HOUSINGUNITSMETALSCREWSFORCLIPS4• SHALL BE ASTM A653 Fy-33KS1 MIN. LDNG. UTtl12E (4)-I12 SHEET STEEL GRADE 33. 22GAMIN. (t-0.0299•). METAL SCREWS FOR CLIPS LONGER THAN 4'. PROVIDE( 5) PITCHES MIN. PAST THREAD PLANE 0.072' OR O. UY Y I FOR EACH SMS, TYP. THICK ASTM A203 STEEL CLIP. TYP. BASE OF UNIT SMALLj- BE FLUSH WTTH BASE I/•. y j af l) OR ( 2 A. wCN1045 PER ANCHOR CUP. NO SPACEPERMITTED, SCHEDULEOF TYP, SUBSTRATE PER ANCHOR f` SCHEDULE. VARIES) 2" TIE -DOWN CLIP 1ANCHOR DETAIL 3 A - " 0' DETAIL CLIP IS DESIGNED FOR FULL CONTACT WITH THE BASE OF EACM MECHANICAL UNIT, TYP. 7t I00, A11 A. 15- 2378 0 ri TABLE 1: Vult=175 MPH, EXPOSURE C FOR USE VAIN A RISK CATEGORY 11 A RUCIURE IN THE HIGH VLL013TV HUMUCANE ZONE') ALLOWABLE ROOFTOP MEIGI(T(F.) I TIE -DOWN CONFIGURATION TYPE MAXIMUM SURFACE AM OT • VUNIT UNIT Cl I C2 : C3 C4 UNITS LARGEST I HEIGHT WIDTHiFACE 9 iTl 32• MAX riv MITI N/ ATGRAOf AT GRADE , H S 60 FT ATGRADE I HS2WFT HS30F7 ' H1200fr 6F1' _ • ATGRAOE MS40FT _ ATGRADE : Nt20DR-T 9FT' 48'MAX i 24-M.IN WA 1 ATGRADE `AT GRADE _MSIWFI T2 Fr _ M/A j Al G!IAOf '_ATGRA I MS40R WA ATGRADI KW-7764ADE 1 20 FTI - ._ -.- WA ;_At GAADL N/A i AT GRADE 25 Fl4 WA AIGUM WA _ AT GRAM wtw 43-RAW FI AA W4 At GRAM MIAMFOADC COUNTIES. CHECK WITH LOCAL AUTHORITY HAVING JURISDICTION FOR THE APPLICABILITY Of THIS TABLE WITHIN CFATAIN FLORIDA CDUNIIES, TABLE 3 : Vult=170 MPH, EXPOSURE C FOR USE WITH A RISK CATEGORY II STRUCTURE-) ALLOWABLE ROOF -TOP HEIGHT (H) TIE- DOLVN CONFIGURATION TYPE MAXIMUM -^' SURFACE AREA OF UNIT ' UNIT CI C2 CI ( C4 WIDTH IUNITSIARGfSTHEIGHTFACE . ( 6Fr 24•MAX ( Ir MIN N/A Hs20DFl AT GRADE 1 H6200 FT f60FT4HS160R! 9Fr ; 3Y MAX i 15-N•INN/A HIISR ATGRADE MS200Fl 60R< H S200 FT H52G0FT MS200R HS]DO FT IA76fl' 60 FT<HRAS 200 FT AT GRADE H S 200 FT 60 Fl < 5 FT 200 FT H S 200 FT 6FT' i 14/ A HS20DR-ATGRADE• H•S X.DFT , 60R 4NAAO FT' 9FT' .4B'MAXf 24- MIN• 12 RI i N/A At GRACE 60 FT<H I20D FT -N/ A MS2bR-' 15 FEI i I NIA AT GRADE« N/A HS200Fl L -. 1 20 FTI I I WA AT GRADE ( WA• H S 100 FT 2S FT' NIA N/A WA . • •+ HS30FT WFT< NS2(p fT WMAX 146-MIN 1 AT GRADE 30 FT4 i VA ILIA _ N/ A NIA 26pR4H_ ! uDFIj NIA ATGAAM_ 1 AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN WA PALM BEACH COUNTY. CHECK WON LOCAL AUTHORITY HAVING JURISDICIIOH FOR THE APPUCABIUTY OF IMISTABLE WITHIN CERTAIN FLORIDA COUNTIES. TABLE 2 ' Vult=175 MPH, EXPOSURE D Q7 ` FOR USE INITHA RISK CAIEGOAT II STRUCTURE IN THE MIC•H VfLOCHY1•URRICAHE ZONE-) In t1l AQ ALLOWABLEROOPO HEIGHT CHI TIE - DOWN CONFIGURATION TYPE I a H a Ilk MACE AREA OF UNIT UNIT C. Cl C3 Ca Utlfl- S' T HEIGHT MOTH I , ' y iZsla I FACE 6 FT' _ 21 L4AR 12: M N _ M/A ! AT GMOF AT GI!LM M S 2OD FT ) U W i 9F1' 32'MAX .'lS'MIN N/A A_tGRAOE _N/A - H530Fl cc z V 4fT' - _ % ! ATGMOE_ H5200FT ATGRADE._ HS200Fl n06FT' WAHS1SFTATGAZEN5200FT -'Wm9TV 4rMAX24'MIN WA I AT GRADE AAT GRADEE NSCOFt bzi 12 FT, WA ? AT GRADE N7 y AT G1lADE o - of E;, 16 W •_ T GRAM •I H/ A AT O WAT GRADE IA AT GME20 F1' E IS FT* .tl/A M/A NIA ATORACE 6O- MAX ; 4B' MtN i-- _. _ _ I 30FTI. ' ) 0/4 WA WA AT GRADE » F- r- ; . . _WA " wA ' 51W AT 6RADBj Al TTt1S TABT2 ISAERMISSIBLE TO BE USED WITHIN THE NIMZ WHICH CONTAINSBROWARD /W D U MUMI• DADE COUNTIES. CHECK WITH LOCAL AUTHORITY HAVWGIURISDICDON FOR THE APPLICABILITY Z k4 w OF THIS TABLE WITHIN CERTAIN rLOR10A COUNTIES. Q Z TABLE 4 : Vult=170 MPH, EXPOSURE D Q g FORUSEMRfMARISKCATEGORY11STRUCTURt •1 a AVOWABLE ROOFTOP HEIGHT M- _-- - -_ ' ce j am. tz TIE420WNCONFIGURATIONTYPE ) Lu a s MAXIMUM - _ - _ • -` _ 1 Z SURFACEAREAOFUNITUNITS UNITS LARGEST HEIGHTu WIDTHCI C2 [? fa Ly 3F rAi t1 W f z AT GRADE 6F1' 2M MA%I 12* MIN N/A i H52C0Fl 60Fl <H SBO rt PS200 FT m AT GRADE m 9 fl' 32' MAX + 1S-MIN NIA 1 N/A P S 200 FT 1 60R<H5200FT' t 6D fT HS 100 FT, AT GRADE 1 H IR' ;S200R HSIODFlF5200 FT aT+' i$13 I'i IFl 6R' N/A HS2ODFT MS15 FT 1, s200 FT pip 6cFT<H52oor1 O[13 i` t 9 FT' 4B- MAX , 24• MIN ' N/A I H S 15 FT AT GRADE H 1200 FT 60FT4HSZC10FT. . Aill A' . GUM p/A Y. S FT. 2G0 12 rrMIAsAtiorr4xs12DFT _ 16 F' WA WFl A. N/A H S 40 Fl 3 60<HsMori. °• I NS40FT 20fr N .- I N/A 'Ai WADE• yWA60Re HS200 FT AT GRADE N)•WOA TiORIRa Orl ISM : NIA WA NIA 60F1<MS200FT 15-2378 CA'MAX : 46'MJN -• •' •-• 30 iT' N/A WA • « NIA AT GRADf TA - 60Fr<MsIDOPI LL65. 123 Y IL. @.%.'1 36 FT' I " •N/A i NIA N/ A AT GRADE AS AN EXAMPLE, THIS TABLE IS PERMISSIBLE TO BE USED WITHIN PALM BEACH COUNTY. U(ECX WITH LOCAL AUTHORITY NAVIN6 JURISDICTION FOIL THE APPLICABILITY OF THIS TABLE WfHIN CERTAIN FLORIDA COUNTIES. TABLE 5 : Vult=140 MPH, EXPOSURE B IFOR USE WITH A RISK CATEGORY H STRUCTURE') AuOWASUPOOP-TOP NOW N TlE- 0OWN CW 1N.VRAfIONtYPE MAXIMUM ' SURFACEAREAOF UNIT UNIT Cl I E2 t p C4 UNIT' SLARGEST HEIGHT WIDTH 1 FACE 6F7' 21'MA%I12'MIN!,OFT< H3120R, H5200R R , HS200H5200R 9R' i 32'MAX 1S'M1N f AT GRADE M1200 FT 1 14S200FT 111200 FT 4R' HS200FT H5200FT H5200R HS200 FT H1200R 6R' HS40R 60 FT<H 1200 FT H5200R i N1200R HS2WFT 9FT' ; 1p'MAX 24'MIN AT GRADE HS200R HS200R 60R<HS&OR IjI, 12 FT' i — i AT GRADE 14S2DOR —HS40R 60R< H5200R H520DR 16 FTi i N/A N/ AHS200R Nil 60 FT<HS100R MS 200 FT ODR<H FrIM H5200 FT_ HS200R t20noI 25 Ft. 1 X N/A HS40FT AIGRADE I ! 160R<HS200FT 60R<H SSOR H 1200 R 1 60' MAX 4Y MIN •-- M1 HS200R 1-- 30FT' I Hs is FT I N/ A AT GRADE 60R cHSIW RX r 36 FV N/A Ai 60 F GMOE ATGRADf FT NS204R TABLE 6 : Vult=140 MPH, EXPOSURE C IFOR USE W17H A RISK CATEGORY 11 STRUCTURE'1 ALLOWABLE ROOF - TOP HEIGHT 1143 ne_nnwu rr,or mmew •r< MAXIMUM SURFACE AREA OF UNIT UNIT Cl C2 C3 I CA? ' O I uSarsLARGESTHEIGHTWIDTH9FACE _ _ 6FP24, MAX 12'MIN 1 AT GRADE I HI20D FT I HS 200 FT I H320D 9R' i32' MAX is, MIN N/A I I HS200FT 60FT<H 5200R IF Mf2CORAFT' I N1200R H5200R HS200R I NS200R ' Hf200 FT NS200R I H5200R f 6FtiATGRADE SDR <MSIpOR H9200FF 60Ra HS200RATG Hs 20DFI ; 9FT' X4'MAX 24-MIN I AT GRADE 12 Fr N/A H3200 FT I60R<MIS140R HS200R j AT PAX H 120D FT 16 FrN/A 60 FT 4 H 5 200 Ff I HS200R i- _20FT' I _... - N/A _ __ HS30FT AT GRADE i 6DRtHs200FFN/A AT GRADE 6p R<H5140Fi I •Al GRAOE• H520DR W MAX Ar MIN 30 FT' N/ A II AT GRADE N/A N 5 200 R 36 R' 1 N/A J ATGRADE MIA - .60Fi1 3 5200 R' TABLE 7 : Vult= 140 MPH, EXPOSURE D IFOR USE WITH A RISK CATEGORY II STRUCTURE') ia7aWABLEROOFTOPHEIGHTIHI TIE -DOWN CONFIGURATION ME MAXIMUM SURFACE AREA OF UNR . I UNIT C1 Cl C3 U UNIT'SLARGEST NEIGH i WIDTH I 6no 1 21- MAX 12- MIN 1 N/A H9200R H130FT 60R<HS200FT HS200R 9fT'+ 32' MAX '] S'MIN iN/A NS200R AT GRADE r 60R< H S140 FT HS200R, n,. H540R L60R< HS200R H1200R H1200FT HS200R I 6FT' AT GRADE HA200FT H1200FT H1200R 60R<H S 100 FT 9FT' -_ 7— AD'MAX 24' MIN i N/A HS200R H 915 FT H 60 FT <S200RtHSMFT12fi' N/ A MS40 R' AT GRADE 60R< 141200FT 60FT4Hl30 Fl H1200R 16 FT' 1 N/ A AT GRADE iDR<H1200FT N/ A M 120O FT 20 no M/A AT GRADE 60R <NSIOOR AT GRADE H5200R 1 25 FT' N/A 60 FTGRADE N/A M S 200 R 60'MAX 4'MIN - M i i0 R FYI 30 ' N/A N/ AN/A, 60 IT <H 1200 R AS AN EXAMPLE, THESE TABLES ARE PERMISSIBLE TO BE USED WITHIN pREVARD COUNTY. CHECK WITH LOCAL AUTHORITY NAVINGFURISO/CTION N/A N/A N/A AT GRAOE FOR ;NE AP LICABIUIY OF THIS TABLE Y<II HIN QRIAIN FLORIDA COUNTIES 60 FT < H S 200 R , JWY P a E a R /Till ENGINEERING EXPRESS PRODUCT EVALUATION REPORT ENGINEERING EXPRE55e EXPERT PRODUCT EVALUATION REPORT April 14, 2015 Application Number: FL #14239.1-R3 FLB Project Number: 15-2378 Product Manufacturer: BMP International Manufacturer Address: 4710 28th Street North St. Petersburg, FL 33714 Product Name: Slotted Steel Tie -Down Clips, 1" and 2" Models Product Description: Steel Tie -Down Clip System (For Use with Mechanical Units at Roof or Grade) Scope of Evaluation: This Product Evaluation Report Is being issued in accordance with the requirements of the Florida Department of Community Affairs (Florida Building Commission) Rule Chapter 61G20-3.005, F.A.C., for statewide acceptance per Method 1(d). The product noted above has been tested and/or evaluated as summarized herein to show compliance with the Florida Building Code Fifth Edition (2014) and is, for the purpose intended, at least equivalent to that required by the Code. Re-evaluation of this product shall be required following pertinent Florida Building Code modifications or revisions. Substantiating Data: PRODUCT EVALUATION DOCUMENTS FLB drawing #15-2378 titled "Mechanical Unit Steel Tie -Down Clip: At -Grade and Roof -Top Mounted Applications', sheets 1-5. prepared by Engineering Express, signed & sealed by Frank L. Bennardo, P.E. is an integral part of this Evaluation Report. TEST REPORTS Ultimate test loading structural performance has been tested in accordance with/4STM D17.61-88 test standards per test report(s) #TEL.6197ftift a6d #TEL 619103876 by Test` ratorie Inc. :`,W e.••[neAe.. • n STRUCTURAL ENGINEERING CALCULATIONS Raised.Lng. e er's Seal Valid for Z. Pages. 2jStructuralengineeringcalculationshavebeenpreparedwhich evaluate the product based on comparative and/or rational analysis to qualify the following design criteria: 1: Minimum Allowable Unit Width mac2. Maximum Allowable Unit Height 3. Minimum Unit Weight Frank PE 104 4. Maximum Allowable Unit Surface Area/yllltlil 5. Clip Configuration and Anchor Spacing 6. Anchor Capacity for Various Substrates 7. Maximum allowable roof -top heights for various installation wind speeds No 33% increase in allowable stress has been used in the design of this product. 160 SW 12TH AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGExP.COM WENGINEERING 4/14/2015C--xPHES S ` BMP International — Steel Tie Down Clips Page 2 of 2 Impact Resistance: Not applicable to this product. Wind Load Resistance This product has been designed to resist wind loads as indicated in the design schedule(s) on the Product Evaluation Document (i.e. engineering drawing). Installation The product listed above shall be installed in strict compliance with the Product Evaluation Document (i.e. engineering drawing), along with all components noted therein. The product components shall be of the material specified in the Product Evaluation Document (i.e. engineering drawing). Limitations & Conditions of Use: Use of this product shall be in strict accordance with the Product Evaluation Document (i.e. engineering drawing) as noted herein. All supporting host structures shall be designed to resist all superimposed loads and shall be of a material listed in this product's respective anchor schedule. Host structure conditions which are not accounted for in this product's respective anchor schedule shall be designed for on a site -specific basis by a registered professional engineer. All components which are permanently installed shall be protected against corrosion, contamination, and other such damage at all times. This product has been designed for use within and outside of the High Velocity Hurricane Zone (HVHZ) 160 SW 12T4 AVENUE # 106 DEERFIELD BEACH, FL 33442 PHONE: 954-354-0660 FAX: 954-354-0443 WWW.ENGEXP.COM C OF S NFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION DEC 2 1 "7—3 73o ?01% Application No: BY 1 ocumented Construction Value: $ 1 ZR25v2 • d° Job Address: q7& r oc , reyC, Ca Ke,, Historic District: Yes No X Parcel ID: o (•19-30- 510-0000-a 9 0 Residential [) Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: e.Tti-MU t1 tt II Property Owner Information ' Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 Resident of property? : NO Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE # 200 City, State Zip: MAITLAND FL 32751 Name: Street: City, St, Zip: Bonding Company: N/A Address: Phone: 407-257-6940 Fax: State License No.: CBC1257462 Architect/Engineer Information Phone:, Fax: E-mail: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I 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: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 q —1 u 41 (, 1. i Permit Application I NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan- review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current 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. 3 Si lure of Owner/Agent ate TAY OR MQ5JWN OF FLORIDA INC Print O e ge e 3/()l JS Wotary-Slat. of Florida b ate MY COMMISSION t FF 209108 EXPIRES: June 27, 2019 ier,'. A' BondedlrNttudgetNobryServius 3 gnature of Contractor/Agent I ate JOHN ASA WRIGHT Print Contractor/A ame D. A CLARK MY COMMISSION 0 FF 209100 EXPIRES: Julie 27.2019 loaded 7hM Budget N*ry$mice Owner/Agent is YFS Personally Known to Me or Contractor/Agent is YES Personally Known to Me or Produced ID N/A Type of ID Produced 1D NIA Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building[A Electrical S Mechanical ECf Plumbing© Gas Roof Construction Type: %15 Occupancy Use: 'Z'3 Flood Zone: )C-15 K7-t" GHED Total Sq Ft of Bldg: 2'71`1t I Min. Occupancy Load: k -4 # of Stories: Z New Construction: Electric - # of Amps !Sa Plumbing - # of Fixtures Z 2 Fire Sprinkler Permit: Yes No © # of Heads Qr APPROVALS: ,ZONING: I i6 UTILITIES: ENGINEERING: Ant I -Z ' Zot>; FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 41. q°10 irvte- S C(V*o '1? oso,- B , CTA. Fire Alarm Permit: Yes No[j] WASTE WATER: BUILDING: :IF Z-t3 t8 Revised: June 30, 2015 Permit Application CI N ORD BUILDING & FIRE PREVENTION PERMIT APPLICATION F EC 2 a , 1 "7-3 7ApplicationNo. Documented Construction Value: $ 11 3 Job Address: q7& r o c4 Kp" Historic District: Yes No 0 Parcel ED: 4.19-30- .5 /0-0000-a4 0 Residential R Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Daphne Clark Title: Phone: 407-257-6940 Fax: Email: danhne12PermitsPermitsPermits com Property Owner Information Name TAYLOR MORRISON OF FLORIDA INC Phone: 407-629-0077 Street: 151 SOUTHHALL LANE # 200 Resident of property? : City, State Zip: MAITLAND FL 32751 Contractor Information Name JOHN ASA WRIGHT / TAYLOR MORRISON OF FLORIDA Street: 151 SOUTHHALL LANE #200 City, State Zip: MAITLAND FL 32751 Phone: 407-257-6940 Fax: NO State License No.: CBC1257462 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: N/A Address: Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, 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: 51^ Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Z w L (3 If Si lure of Owner/Agent Oate TAY OR MORN OF FLORIDA INC ZPrinteg e 3otary- StateofFloridaateYv MY COMMISSION t FF 209108 or EXPIRES: June 27, 2019 Boded Thr.0 Budget Notary Serrim Owner/ Agent is yE& Personally Known to Me or Produced ID N/A Type of ID el4 4 it -7 lIgnaturc of Contractor/Agent DIM Print Af Florida D e D. A. CLARK MY COMMISSION 0 FF 2o910e EXPIRES: June 27, 2019 noa OBonded ThN Bodgel Nobry Serires 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 Plumbing Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit:. Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS:. ZONING: ENGINEERING: COMMENTS: UTILITIES: / - 2/ WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application REQUIRED INSPECTION SEQUENCE TAYLOR MORRISON SFR-DETACHED Permit # 17- BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 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: Lr7i, 2.oc-w-•/ C--QnUK ELECTRICAL PERMIT Min Max Inspection Description 10 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 P87o7-1 City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: John Asa Wright Firm: Taylor Morrison of Florida, Inc. Address: 2600 Lake Lucien Drive City: Maitland State: Florida Zip Code: 32751 Phone: 407-257-6940 Fax: Email: daphne@permitspermitspermits.com Property Address: 476 Red Rose Lane Property Owner: Taylor Morrison of Florida, Inc. Parcel identification Number: 21-19-30-510-0000-2790 Phone Number: 407-629-0077 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OF 'ILIA USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0055 F Map Date: September 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: _0 floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-3730 Reviewed by: Michael Cash, CFM Date: January 2, 2018 e p Application for Right -of -Way Use for Driveway,Walk& Landscape OFR ID wa y. 1 Department of Planning & Development Services www.sanrordn.90v 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. . 8 8n O"BoaW Or .2/9 Callbefore you d19. 1. Project LocallonlAddress: 2. Proposed Activity: YJ Driveway OC K-" U V Walkway FIOther: 3. Schedule of Work: Start Date na v Completion Date Emergency Repairs 4. Brief Description of Work:, elllr lAY P6P 19 srl+sy/ SFA This application is submitted by: Property Owner Signature: Print Name: l Address: y a 44Xila2X eIT AQ X-16- Phone: 4Nf- bb24® Fax 01A,9hneQP Yl1lYa. G G f'r F r ! •C,Y 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 installation/ improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the pemtitlee 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 shalt after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, rile a lien on the Requestofs property to recover costs of restoration To the fullest extent permitted by law, Requestor agrees to defend, indemnity, 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: Date: !,-) /`J/" ' This permit shall be posted on the site during construction. Please call 407.688.5080, Ext. 6401.24 hours In advance to schedule a pre -pour inspection. Pre - pour Inspection by: Date: september 2olo ROW Use Drlveway.pOr 0 0 SCPA Parcel View: 21-19-30-510-0000-2790 http://parceldetai I.scpafl.org/ParcelDetaillnfo.aspx?PI D=2119305100... ProuedX Record Card Parcel: 21-19-30-510-0000-2790 Owner: TAYLOR MORRISON OF FL INC Property Address: 476 ROCKY GROVE LN SANFORD, FL 32771 Parcel 21-19-30-510-0000-2790 Owner TAYLOR MORRISON OF FL INC Property Address 476 ROCKY GROVE LN SANFORD, FL 32771 Mailing 151 SOUTHALL LN STE 200 MAITLAND. FL 32751 Subdivision Name THORNBROOKE PHASE 4 Tax District Si-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 279 THORNBROOKE PHASE 4 PB 81 PGS 70-71 Taxes Value Summary 2018 We Values Valuation Method Cost/Ma Number of Buildings 10 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 26,050 Land Value Ag Just/Market Value " 26,050 Portability Adj Save Our Homes Adj 0 Amendment 1 Adj i $24,241 P&G Adj s0 Assessed Value 1,809 Tax Amount without SOH: 2017 Tax Bill Amount Tax Estimator Save Our Homes Savings: Does NOT INCLUDE Non Ad Valorem Taxing Authority Assessment Value Exempt Values County General Fund 1,809 J 0 Schools 26.050 0 City Sanford 1,809 0 1 SJWM(Saint Johns Water Management) County Bonds ------------------------}--- 1,809 1.809----------- 0 0 Sales Description I Date I Book I Page I Amount I Qualified No Sales I of 2 12/13/2017, 12:01 PM SUBDIVISION:L Ew-abl(DQU LOT #: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION F D''` Application No: & - a A rr Documented Construction VaIue: $ UD Job Address: Lf -7 (e Historic District: Yes No Parcel ID: P1 7C, Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: NEW RESIDENTIAL PLUMBING Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name U its v Phone: Street: Resident of property? City, State Zip: Contractor Information Name NORTHWEST PLUMBING OF ORLANDO Phone: (770) 941-5421 x 2082 Street: 6310 MABLETON PARKWAY, SUITE 1000 Fax: (770) 941-9522 City, State Zip: MABLETON, GA 30126 State License No.: CFC1426562 Architect/Engineer Information Name: Phone: Sheet: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMNIENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THEJOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN A'I-1'ORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the dale of application and the code in effect its of that date:.511 Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE-: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ol'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 tee 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 lime 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 ligured on' the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. signature of Owner/Agent Date Print fhwer/Agent's Name Signature of Notary -state or Florida Date N Print Contractor/A.gen]'s Noine c i8' EXPIRES ofNoiary-State of Florida Dati3 GEORGIA S ( JUNE 8.2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[:) Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of I -leads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30. 2015 Permit Application rA- Job Address: Parcel ID: CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ] — -73 Q Documented Construction Value: S L0200 W CkQ GIGML IALP Type of Work: New IJ Addition Alteration Repair Description of. Rork: Historic District: Yes No D Residential Commercial Demo Change of Use 1\1ove Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name 1 11 Phone: Street: City, State Zip: Resident of property? : Contractor Information Name Phone: . R -7C7' o ( Street: Fax: r 7% City, State Zip: ` F7 j 1 State License No.: C /,e jj -% i Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax E- mail: i\• Iortgage Lender: Address: ARMING TO OWNER: YOUR. FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING T\\'ICE FOR FNIPROVEh•IENTS TO FOUR PROPERTY. A NOTICE OF COINENIENCE:\lENT MUST BE RECORDED kND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT MTH YOUR LEN-DER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF CONUMENCEMENT. 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 lags 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: 5'4 Edition (2014) Florida Building Code Revised: June : W. 2015 Pcrmit 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 cowtty, and there may be additional permits required from other gooventmental 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 charee and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value_. credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work NN•ill be done in compliance with all applicable laws regulating construction a dznning. Signature of Ouitcr.'Aecw Print Outer/Agent's Name Date Signature of Notary -State of Florida Date Owner/Arent is Personally Known to Age or Produced ID Type of ID Date Print Contra r/Aeettt' .' e 1 Commission # FF 1775017 gf Expires November 8, 2018 R h ' enma rrw rmr v.ti t>oo xsroto Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: A'Iin. Occupancy Load: ew Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZOIvPvG: ENGINEERING: COUN1ENTS: UTILITIES: FIRE: Or of Stories: Plumbing - # of Fixtures Fite Alarm Permit: Yes \to WASTE WATER: BUILDING: Rcvi:ed: June +0. 2015 Per;ni: Application CITY OF SANFORD BUILDING A FIRE PREVENTION i PERMIT APPLICATION ii Application No: I 1 - 3 Documented Construction Value: $ Job Address: Q t Gt'oJe_ LA Historic District: Yes No Parcel ID: Residentiato Commercial L Type of Work: Newo Addition Alteration Repair Demo Change of Use 0 Move Description of Work:rt544l_ k- Plan Review Contact Person: _tr l -A(,rs Title: Phone: L-1 Fax:411-35-1!>_385.3 Email: kQal Name it Street: Q City, State Zip: Name 1-4 Street: 1 53 City, State Zip: Property Owner Information Phone: A Resident of property? irmatlon phone•• 440 -7- tax: 0 - State License No.: 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: 56 Edition (2014) Florida Building Code Revised: June 30. 201 S Permit Application r 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 at work will be done in compliance with all applicable laws regulating construction and zopiirg. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date of Corurwtor/Agent Name Signature i" CHERYL D AKERS MY COMMISSION # FF998962 EXPIRES June 05, 2020 71 Owner/Agent is Personally Known to Me or Contractdr/Agent is _Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Mn. 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: ENGINEERING: CObEMF.NTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application IH .IMv=.1 [w) [•41 vebrt/re YtI.Yt IIIw11R 0•+ c. y I• •IGVn ID- 0- • tan N3•• ••l: t " aKM LaluNt Qre, joiA I snvm/ aowwt•r _ Otwlw tau _ 1 i l O4WeDne t/lN1DY DRI F Dsi• 4th IpMII !lsr+xa"K.{CC19Via T:.3]' '-+ fwlnn/aY:'- •• - Cl Srw1N1•.W t •G•.POLAD a a®. Ni MrYI _ r. • • •' : lhla rr+[ - - IrK W. wK MiC r 41... 1Ya..tr r m•YrhtraG.u•¢Li1p1Y0• fla+YK.ilaWplO$ODt IQ.•D rD,ItrY'YltdnYCrwa auana. 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