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FORM R405-2020 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST RECEIVED Florida Department of Business and Professional Regulation Simulated Performance Alternative(Performance) Method MAR 2 5 2021 Permitting Department St. Lucie I-ourrt./ Applications for compliance with the 2020 Florida Building Code, Energy Conservation via the Residential Simulated Performance Alternative shall include: ❑ This checklist EJ Form R405-2020 report ❑ Input summary checklist that can be used for field verification(usually four pages/may be greater) ❑ Energy Performance Level(EPL) Display Card(one page) ❑ HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 ❑ Mandatory Requirements(five pages) Required prior to CO: ❑ Air Barrier and Insulation Inspection Component Criteria checklist(Table R402.4.1.1 -one page) ❑ A completed 2020 Envelope Leakage Test Report(usually one page);exception in R402.4 allows dwelling units of R-2 Occupancies and multiple attached single family dwellings to comply with Section C402.5 ❑ If Form R405 duct leakage type indicates anything other than "default leakage" then a completed 2020 Duct Leakage Test Report-Performance Method(usually one page) 3/15/2021 12:21:30 PM EnergyGauge®USA 7.0.00-FlaRes202O FBC 7th Edition(2020)Compliant Software Page 1 of 1 3- sue/ FORM R405-2020 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Nam y 000 Spendthrift Lane Sztankovits Res Builder Name: Telese Builders Street: D�I Spendthrift Lane Permit Office: Q City,State,Zip: Port St Lucie,FL,34986 Permit Number: A l0 -0 Owner: Sztankovits Residence Jurisdiction: St Lucie Design Location: FL,ST LUCIE_CO_INTL County: St.Lucie(Florida Climate Zone 2) 1. New construction or existing Existing(Projecte 10. Wall TypeO748.7 sqft.) Insulation Area 2. Single family or multiple family Detached a.Concrete Block-Ext Insul,Exterior R=4.1 3441.00 ft2 b.Interior Frame-Wood,Interior R=11.0 1307.60 ft2 3. Number of units,if multiple family 1 c.NIA R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 5. Is this a worst case? Yes 11.Ceiling Types (3987.0 sqft.) Insulation Area a.Roof Deck(Unvented) R=20.0 3987.00 ft2 6. Conditioned floor area above grade(ft2) 3982 b.NIA R= ftz Conditioned floor area below grade(ft2) 0 c.N/A R= ft2 7. Windows(616.5 sqft.) Description Area 12.Ducts R ft2 a.Sup:Attic,Ret:Attic,AH:Garage 6 1114 a. U-Factor: Dbl,U=0.69 290.00 ft2 b.Sup: Attic,Ret:Attic,AH:Garage 6 475 SHGC: SHGC=0.22 b. U-Factor: Dbl,U=0.56 134.00 ft2 13.Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.24 a.Central Unit 47.0 SEER:15.00 c. U-Factor: Dbl,U=0.43 100.50 ft2 b.Central Unit 18.0 SEER:16.00 SHGC: SHGC=0.26 nc Heating systems KBtu/hr Efficiency a.Electric Strip Heat 41.7 .0 Area Weighted Average Overhang Depth: 8.762 ft. 14. Cici e Area Weighted Average SHGC: 0.228 b.Electric Strip Heat 41.8 COP:1.00 8. Skylights Area c. U-Factor:(AVG) NIA ft2 15.Hot water systems SHGC(AVG): WA a.Propane Tankless Cap:1 gallons 9. Floor Types (3982.0 sgft.) Insulation Area EF:0.999 a.Slab-On-Grade Edge Insulation R=0.0 3982.00 ft? b. Conservation features b.N/A R= ft2 None c.N/A R= ft2 16.Credits Pstat Glass/Floor Area: 0.155 Total Proposed Modified Loads: 111.21 PASS Total Baseline Loads: 113.11 /`1�7�7 1 hereby certify that the plans and specifications covered by Review of the plans and �VSE SrAl this calculation are in compliance with the Florida Energy specifications covered by this AV0 9 __ Code. calculation indicates compliance q o„f• ; '; ;s,,,� ��, with the Florida Energy Code. upq- •. :;€�.;:;,�,,, O PREPARED BY: Before construction is completed DATE: 03/15/2021 17 this building will be inspected for a compliance with Section 553.908 I hereby certify that this building,as designed,is in compliance Florida Statutes. with the Florida Energy Code. COD WE OWNERIAGENT: ? BUILDING OFFICIAL: DATE: DATE: - Compliance requires certification by the air handier unit manufacturer that the air handier enclosure qualifies as certified factory-sealed in accordance with R403.3.2.1. -Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 5.00 ACH50(R402.4.1.2). 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 1 of 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT PROJECT I Title: 000 Spendthrift Lane Sztanko Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 3982 Lot# Owner Name: Sztankovits Residence Total Stories: 1 Block/Subdivision: #of Units: 1 Worst Case: Yes PlatBook: Builder Name: Telese Builders Rotate Angle: 180 Street: Spendthrift Lane PeIrmit Office: Cross Ventilation: No County: St.Lucie Jurisdiction: St Lucie Whole House Fan: No City,State,Zip: Port St Lucie, Family Type: Detached FL, 34986 New/Existing: Existing(Projected) Comment: CLIMATE / Design Temp Int Design Temp Heating Design Daily Temp v Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL,ST_LUCIE_CO_INTL FL_VERO_BEACH_MUNI 39 90 70 75 299 58 Medium I BLOCKS umber Name Area Volume I1 AH 1 2790 31045.9 AH 2 1192 12719 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Bath 2 91 910 No 0 1 Yes Yes Yes 2 Bath 3 88 880 No 0 1 Yes Yes Yes 3 Bed 2 225 2250 No 0 1 1 Yes Yes Yes 4 Bed 3 203 2030 No 0 1 1 Yes Yes Yes 5 Bonus Room 437 5025.5 No 0 1 Yes Yes Yes 6 Butler's Pantry 72 720 No 0 1 Yes Yes Yes 7 Foyer 95 1140 No 0 1 Yes Yes Yes 8 Great Room 540 6696 No 2 1 Yes Yes Yes 9 Hall 81 810 No 0 1 Yes Yes Yes 10 Hall Bath 85 850 No 0 1 Yes Yes Yes 11 Kitchen 294 3351.6 Yes 2 1 Yes Yes Yes 12 Kitchen Nook 247 3062.8 No 0 1 Yes Yes Yes 13 Laundry 98 980 No 0 1 Yes Yes Yes 14 Linen 10 100 No 0 1 Yes Yes Yes 15 Mud Room 72 720 No 0 1 Yes Yes Yes 16 Pantry 71 710 No 0 1 Yes Yes Yes 17 WIC 2 38 380 No 0 1 Yes Yes Yes 18 WIC 3 43 430 No 0 1 Yes Yes Yes 19 Clst 9 90 No 0 1 Yes Yes Yes 20 Hallway 29 290 No 0 1 Yes Yes Yes 21 Hers 193 1930 No 0 1 Yes Yes Yes 3/15/2021 12:21 PM, EnergyGauge®USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page 2 of 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 22 His 77 770 No 0 1 Yes. Yes Yes 23 M Bath 225 2250 No 0 1 Yes Yes Yes 24 M Hall 28 280 No 0 1 Yes Yes Yes 25 M Linen 11 110 No 0 1 Yes Yes Yes 6 Master Bedroom 351 3861 No 0 1 1 Yes Yes Yes 7 Study 224 2688 No 0 1 Yes Yes Yes 8 WIC 18 180 No 0 1 Yes Yes Yes 29 Wtr Clst 27 270 No 0 1 Yes Yes Yes I FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Slab-On-Grade Edge Insulatio Bath 2 9 ft 0 91 ft2 ____ 1 0 0 2 Slab-On-Grade Edge Insulatio Bath 3 loft 0 88 ft2 ____ 1 0 0 3 Slab-On-Grade Edge Insulatio Bed 2 15.5 ft 0 224.8 ft2 ____ 1 0 0 4 Slab-On-Grade Edge Insulatio Bed 3 18.5 ft 0 202.5 ft2 ____ 1 0 0 5 Slab-On-Grade Edge Insulatio Bonus Room 65 ft 0 437 112 ____ 1 0 0 6 Slab-On-Grade Edge Insulatio Butler's Pantry 1 ft 0 72 ft2 ____ 1 0 0 7 Slab-On-Grade Edge Insulatio Foyer 9 ft 0 94.5 ft2 _-_- 1 0 0 8 Slab-On-Grade Edge Insulatio Great Room 22.5 ft 0 540 ft2 ____ 1 0 0 9 Slab-On-Grade Edge Insulatio Hall 6.7 ft 0 81 ft2 ____ 1 0 0 10SIab-On-Grade Edge Insulatio Hall Bath 6.5 ft 0 84.5 ft2 ____ 1 0 0 11SIab-On-Grade Edge Insulatio Kitchen 1 ft 0 298.5 ft2 ____ 1 0 0 12SIab-On-Grade Edge Insulatio Kitchen Nook 22 ft 0 246.5 ft2 ____ 1 0 0 13Slab-On-Grade Edge Insulatio Laundry 16.5 ft 0 97.5 ft2 ____ 1 0 0 14SIab-On-Grade Edge Insulatio Linen 1 ft 0 10 ft2 ____ 1 0 0 15SIab-On-Grade Edge Insulatio Mud Room 8.5 ft 0 71.5 ft2 ---- 1 0 0 16Slab-On-Grade Edge Insulatio Pantry 1 ft 0 71.3 ft2 ____ 1 0 0 17SIab-On-Grade Edge Insulatio WIC 2 1 ft 0 38 ft2 ____ 1 0 0 18SIab-On-Grade Edge Insulatio WIC 3 18.5 ft 0 42.8 ft2 ____ 1 0 0 19SIab-On-Grade Edge Insulatio Clst 1 ft 0 9 ft2 ____ 1 0 0 20SIab-On-Grade Edge Insulatio Hallway 3.5 ft 0 28.5 ft2 ____ 1 0 0 21SIab-On-Grade Edge Insulatio Hers 37 ft 0 192.5 ft2 ____ 1 0 0 31/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 3 of 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT FLOORS # Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 22SIab-On-Grade Edge Insulatio His 9 ft 0 76.5 ft2 ____ 1 0 0 23SIab-On-Grade Edge Insulatio M Bath loft 0 224.8 ft2 ____ 1 0 0 24SIab-On-Grade Edge Insulatio M Hall 1 ft 0 28 ft2 ____ 1 0 0 25SIab-On-Grade Edge Insulatio M Linen 4.5 ft 0 11.3 ft2 ____ 1 0 0 26SIab-On-Grade Edge Insulatio Master Bedroom 56.5 ft 0 351 ft2 ____ 1 0 0 27SIab-On-Grade Edge Insulatio Study 32.5 ft 0 224 ft2 ___- 1 0 0 28Slab-On-Grade Edge Insulatio WIC 1 ft 0 18 ft2 ___- 1 0 0 29SIab-On-Grade Edge Insulatio Wtr Clst 1 ft 0 27 ft2 ____ 1 0 0 I ROOF /I Roof Gable Roof Rad Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Barr Absor. Tested Tested Insul. (deg) 1 Hip Barrel tile 4314 ft2 0 ft2 Medium N 0.8 No 0.9 No 20 22.62 ATTIC V # Type Ventilation Vent Ratio(1 in) Area FIBS IRCC 1 Full attic Unvented 0 3982 ft2 N N I 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page 4 of 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT CEILING # Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic(Unvented) Bath 2 0 Blown 91 ft2 0.1 Wood 2 Under Attic(Unvented) Bath 3 0 Blown 88 ft2 0.1 Wood 3 Under Attic(Unvented) Bed 2 0 Blown 225 ft2 0.1 Wood 4 Under Attic(Unvented) Bed 3 0 Blown 203 ft2 0.1 Wood 5 Under Attic(Unvented) Bonus Room 0 Blown 437 ft2 0.1 Wood 6 Under Attic(Unvented) Butler's Pantry 0 Blown 72 ft2 0.1 Wood 7 Under Attic(Unvented) Foyer 0 Blown 95 ft2 0.1 Wood 8 Under Attic(Unvented) Great Room 0 Blown 540 ft2 0.1 Wood 9 Under Attic(Unvented) Hall 0 Blown 81 ft2 0.1 Wood 10 Under Attic(Unvented) Hall Bath 0 Blown 85 f12 0.1 Wood 11 Under Attic(Unvented) Kitchen 0 Blown 299 ft2 0.1 Wood 12 Under Attic(Unvented) Kitchen Nook 0 Blown 247 ft2 0.1 Wood 13 Under Attic(Unvented) Laundry 0 Blown 98 ft2 0.1 Wood 14 Under Attic(Unvented) Linen 0 Blown 10 ft2 0.1 Wood 15 Under Attic(Unvented) Mud Room 0 Blown 72 ft2 0.1 Wood 16 Under Attic(Unvented) Pantry 0 Blown 71 ft2 0.1 Wood 17 Under Attic(Unvented) WIC 2 0 Blown 38 ft2 0.1 Wood 18 Under Attic(Unvented) WIC 3 0 Blown 43 ft2 0.1 Wood 19 Under Attic(Unvented) Clst 0 Blown 9 ft2 0.1 Wood 20 Under Attic(Unvented) Hallway 0 Blown 29 11:2 0.1 Wood 21 Under Attic(Unvented) Hers 0 Blown 193 ft2 0.1 Wood 22 Under Attic(Unvented) His 0 Blown 77 ft2 0.1 Wood 23 Under Attic(Unvented) M Bath 0 Blown 225 ft2 0.1 Wood 24 Under Attic(Unvented) M Hall 0 Blown 28 ft2 0.1 Wood 25 Under Attic(Unvented) M Linen' 0 Blown 11 ft2 0.1 Wood 26 Under Attic(Unvented) Master Bedroom 0 Blown 351 ft2 0.1 Wood 27 Under Attic(Unvented) Study 0 Blown" 224 ft2 0.1 Wood 28 Under Attic(Unvented) WIC 0 Blown 18 ft2 0.1 Wood 29 Under Attic(Unvented) Wtr Clst 0 Blown 27 ft2 0.1 Wood I WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Ornt To Wall Type Space R-Value Et -An Ft In Area R-Value-Fraction-Absor Ara ° 1 NE=>SW Exterior Concrete Block-Ext Insul Bath 2 4.1 2 0 10 0 20.0 ft2 0 0 0.3 0 2 NW=>SE Exterior Concrete Block-Ext Insul Bath 2 4.1 7 0 10 0 70.0 ft2 0 0 0.3 0 3 NE=>SW Exterior Concrete Block-Ext Insul Bath 3 4.1 1 6 10 0 15.0 ft2 0 0 0.3 0 4 SW=>NE Exterior Concrete Block-Ext Insul Bath 3 4.1 1 6 10 0 15.0 ft2 0 0 0.3 0 5 NW=>SE Exterior Concrete Block-Ext Insul Bath 3 4.1 7 0 10 0 70.0 ft2 0 0 0.3 0 6 NW=>SE Exterior Concrete Block-Ext Insul Bed 2 . 4.1 15 6 10 0 155.0 ft2 0 0 0.3 0 7 NW=>SE Exterior Concrete Block-Ext Insul Bed 3 4.1 15 6 10 0 155.0 ft2 0 0 0.3 0 8 NE=>SW Bath 2 Interior Frame-Wood Bed 3 11 3 0 10 0 30.0 ft2 0 0.25 0.8 0 9 SE=>NW Exterior Concrete Block-Ext InObnus Room 4.1 23 0 11 6 264.5 ft2 0 0 0.3 0 10 SW=>NE Exterior Concrete Block-Ext InEBbnus Room 4.1 19 0 11 6 218.5 ft2 0 0 0.3 0 11 NW=>SE Exterior Concrete Block-Ext IndMnus Room 4.1 23 0 11 6 264.5 ft2 0 0 0.3 0 3/15/2021 12:21 PM EnergyGauge@ USA 7.0.00-FlaRes202O.FBC 7th Edition(2020) Compliant Software Page 5 of 8 FORM,R405 2020 INPUT SUMM ARY CHECKLIST REPORT WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below #__Ornt To walk�y�P Space g-Value lue Ft In In Area- R-lalue-Fraction-Absor-Grade°!� _12 NE=>SW Exterior Concrete Block-Ext Insul Foyer 4.1 9 0 12 0 108.0 ftz 0 0 0.3 0 _il 3 SE=>NW Study Interior Frame-Wood Foyer 11 10 6 12 0 126.0 ft2 0 0.25 0.8 0 l 14 SW=>NE Exterior Concrete Block-Ezt InS(ilreat Room 4.1 22 6 12 5 279.4 ftz 0 0 0.3 0 5 SE=>NW Hallway Interior Frame-Wood Great Room 11 4 6 12 5 55.9 ft2 0 0.25 0.8 0 _16 SE=>NW Wtr Clst Interior Frame-Wood Great Room 11 4 6 12 5 55.9 ft2 0 0.25 0.8 0 7 SE=>NW M Bath Interior Frame-Wood Great Room 11 10 6 12 5 130.4 ft2 0 0.25 0.8 0 8 SE=>NW M Hall Interior Frame-Wood Great Room 11 4 0 12 5 49.7 ft2 0 0.25 0.8 0 9 SE=>NW Master B Interior Frame-Wood Great Room 11 0 6 12 5 6.2 ft2 0 0.25 0.8 0 0 NE=>SW Study Interior Frame-Wood Great Room 11 13 6 12 5 167.6 ft2 0 0.25 0.8 0 _21 SE=>NW Exterior Concrete Block-Ext Insul Hall 4.1 2 6 10 0 25.0 ft2 0 0 0.3 0 22 S=>N Exterior Concrete Block-Ext Insul Hall 4.1 4 3 10 0 42.5 ft2 0 0 0.3 0 I23 NW=>SE Exterior Concrete Block-Ext InsuHall Bath 4.1 6 6 10 0 65.0 ft2 0 0 0.3 0 24 SE=>NW Exterior Concrete Block-Ext InXitchen Nook 4.1 9 0 12 5 111.8 ft2 0 0 0.3 0 25 SW=>NE Exterior Concrete Block-Ext In�titchen Nook 4.1 13 0 12 5 161.4 ft2 0 0 0.3 0 26 NE=>SW Exterior Concrete Block-Ext Insul Laundry 4.1 10 0 10 0 100.0 ft2 0 0 0.3 0 27 SE=>NW Exterior Concrete Block-Ext Insul Laundry 4.1 3 6 10 0 35.0 ft2 0 0 0.3 0 28 NE=>SW Bath 2 Interior Frame-Wood Laundry 11 3 0 10 0 30.0 ft2 0 0.25 0.8 0 29 NE=>SW Bath 2 Interior Frame-Wood Mud Room 11 7 6 10 0 75.0 ft2 0 0.25 0.8 0 130 NW=>SE Bath 2 Interior Frame-Wood Mud Room 11 1 0 10 0 10.0 ft2 0 0.25 0.8 0 -731 NW=>SE Exterior Concrete Block-Ext Insul WIC 3 4.1 4 6 10 0 45.0 ft2 0 0 0.3 0 132 SE=>NW Bath 2 Interior Frame-Wood WIC 3 11 4 6 10 0 45.0 ft2 0 0.25 0.8 0 33 NE=>SW Bath 2 Interior Frame-Wood WIC 3 11 9 6 10 0 95.0 ft2 0 0.25 0.8 0 34 NE=>SW Bath 2 Interior Frame-Wood Hallway 11 3 6 10 0 35.0 ft2 0 0.25 0.8 0 35 SE=>NW Exterior Concrete Block-Ext Insul Hers 4.1 13 0 10 0 130.0 ft2 0 0 0.3 0 �36 NW=>SE Bath 2 Interior Frame-Wood Hers 11 10 0 10 0 100.0 ft2 0 0.25 0.8 0 37 NE=>SW Bath 2 Interior Frame-Wood Hers 11 14 0 10 0 140.0 ft2 0 0.25 0.8 0 38 SE=>NW Exterior Concrete Block-Ext Insul His 4.1 9 0 10 0 90.0 ft2 0 0 0.3 0 39 SE=>NW Exterior Concrete Block-Ext Insul M Bath 4.1 10 0 10 0 100.0 ft2 0 0 0.3 0 40 SE=>NW Exterior Concrete Block-Ext Insul M Linen 4.1 4 6 10 0 45.0 ft2 0 0 0.3 0 41 SE=>NW Exterior Concrete Block-Ext Intddster Bedro 4.1 19 6 11 0 214.5 ft2 0 0 0.3 0 42 SW=>NE Exterior Concrete Block-Ext IndObster Bedro 4.1 18 0 11 0 198.0 ft2 0 0 0.3 0 43 NW=>SE Exterior Concrete Block-Ext Int0ftster Bedro 4.1 19 0 11 0 209.0 ft2 0 0 0.3 0 44 NE=>SW Exterior Concrete Block-Ext Insul Study 4.1 14 0 12 0 168.0 ft2 0 0 0.3 0 45 NW=>SE Exterior Concrete Block-Ext Insul Study 4.1 5 6 12 0 66.0 ft2 0 0 0.3 0 46 SE=>NW Bath 2 Interior Frame-Wood Study 11 13 0 12 0 156.0 ft2 0 0.25 0.8 0 I i15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page 6 of 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT WINDOWS Orientation shown is the entered orientation => chan ed to Worst Case. j Wall Overhang # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 NW=>SE 2 Metal Low-E Double Yes 0.43 0.26 Y 6.0 ft2 2 ft 0 in 2 ft 0 in None None 2 NW=>SE 5 Metal Low-E Double Yes 0.43 0.26 Y 4.5 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 3 NW=>SE 6 Metal Low-E Double Yes 0.56 0.24 Y 36.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 4 NW=>SE 7 Metal Low-E Double Yes 0.56 0.24 Y 36.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 5 NW=>SE11 Metal Low-E Double Yes 0.43 0.26 Y 12.0 ft2 2 ft 0 in 2 ft 0 in None None 6 NE=>SW 12 Metal Low-E Double Yes 0.43 0.26 Y 12.0 ft2 7 ft 6 in 2 ft 0 in None None 7 NE=>SW12 Metal Low-E Double Yes 0.73 0.2 Y 48.0 ft2 7 ft 6 in 2 ft 0 in None None 8 SW=>NE14 Metal Low-E Double Yes 0.69 0.22 Y 120.0•ft2 14 ft 0 in 2 ft 0 in None None 9 S=>N 22 Metal Low-E Double Yes 0.73 0.2 Y 22.7 ft2 14 ft 0 in 2 ft 0 in None None 10 NW=->SE23 Metal Low-E Double Yes 0.43 0.26 Y 6.0 ft2 2 ft 0 in 2 ft 0 in None None 11 SE=>NW24 Metal Low-E Double Yes 0.69 0.22 Y 85.0 ft2 12 ft 0 in 2 ft 0 in None None 12 SW=>NE25 Metal Low-E Double Yes 0.69 0.22 Y 85.0 ft2 12 ft 0 in 2 ft 0 in None None 13 NE=>SW26 Metal Low-E Double Yes 0.56 0.24 Y 8.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 14 SE=>NW35 Metal Low-E Double Yes 0.43 0.26 Y 10.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 15 SE=>NW38 Metal Low-E Double Yes 0.43 0.26 Y 10.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 16 SE=>NW39 Metal Low-E Double Yes 0.43 0.26 Y 10.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 17 SW=>NE42 Metal Low-E Double Yes 0.43 0.26 Y 30.0 ft2 2 ft 0 in 2 ft'0 in Drapes/blinds Exterior 5 18 SWaNE42 Metal Low-E Double Yes 0.56 0.24 Y 24.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 19 NWaSE43 Metal Low-E Double Yes 0.73 0.2 Y 21.3 ft2 22 ft 0 in 2 ft 0 in None None 20 NE=>SW44 Metal Low-E Double Yes 0.56 0.24 Y 30.0 ft2 2 ft 0 in 2 ft 0 in Drapes/blinds Exterior 5 I GARAGE V, # Floor Area Ceiling Area Exposed Wall Perimeter Avg.Wall Height Exposed Wall Insulation 1 382.8 ft2 382.8 ft2 64 ft 8 ft 1 I INFILTRATION # Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) .000349 3647.1 200.09 375.65 .1025 5 HEATING SYSTEM # System Type Subtype Speed Efficiency Capacity Block Ducts 1 Electric Strip Heat/ None COP:1 41.74 kBtu/hr 1 sys#1 I 2 Electric Strip Heat/ None COP:1 19.76 kBtu/hr 2 sys#2 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page Tof 8 FORM R405-2020 INPUT SUMMARY CHECKLIST REPORT COOLING SYSTEM VI # System Type Subtype Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit/ Split Singl SEER:15 47 kBtu/hr cfm 0.7 1 sys#1 2 Central Unit Split Singl SEER:16 18 kBtu/hr cfm 0.7 2 sys#2 I HOT WATER SYSTEM # 'System Type SubType Location EF Cap Use SetPnt Conservation 1 Propane Tankless, Garage 0.999 1 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model# Collector Model# Area Volume FEF None None ft2 I DUCTS j ----Supply--- ----Return---- Air CFM 25 CFM25 HVAC# V # Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 1 Attic 6 1114 ft2 Attic 1114 ft2 Default Leakage Garage (Default) (Default) 1 1 2 Attic 6 475 ft2 Attic 475 ft2 Default Leakage Garage (Default) (Default) 2 , 2 TEMPERATURES Pri gramable Thermostat:Y Ceiling Fans:Aprrj Heating H Jan H Feb NX Mar 1AApr May I Ma lXj Oct Nov Dec Jun �Xj Jul Aug ri Sep l Oct €X�Nov HVenting Jan Feb Mar Jun Jul Aug Sep l Dec— Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Coo ing(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 Coo ing(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 Hea ing(WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating(WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 I PM 68 68 68 68 68 68 68 68 68 68 66 66 MASS Mass Type Area Thickness Furniture Fraction Space Default(8 Ibs/sq.ft. 0 ft2 0 ft 0.3 Kitchen Default(8 Ibs/sq.ft. ft2 ft 0.3 Living Room Default(8 Ibs/sq.ft. ft2 ft 0.3 Bath Default(8 Ibs/sq.ft. ft2 ft 0.3 Master Bed Default(8 Ibs/s .ft. ft2 ft 0.3 WIC 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00 FlaRes202O FBC 7th Edition(2020) Compliant Software Page 8 of 8 FORM R405-2020 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. i V-H Spendthrift Lane, Port St Lucie, FL, 34986 1. New construction or existing Existing(Projecte 10. Wall Type and Insulation Insulation Area a.Concrete Block-Ext Insul,Exterior R=4.1 3441.00 ft2 2. S�ngle family or multiple family Detached b.Interior Frame-Wood, Interior R=11.0 1307.60 ft2 3. Number of units,if multiple family 1 c. N/A R= ft2 4. Number of Bedrooms 3 d.N/A R= ft2 1 11.Ceiling Type and insulation level Insulation Area 5. I this a worst case? Yes a.Roof Deck(Unvented) R=20.0 3987.00 ft2 6. Conditioned floor area(ft2) 3982 b.N/A R= ft2 c. N/A R= ft2 7. endows" Description Area a! U-Factor: Desbl, U=0.69 290.00Area ft2 12•Ducts,location&insulation level R ft2 a.Sup:Attic,Ret:Attic,AH:Garage 6 1114 SHGC: SHGC=0.22 b.Sup: Attic, Ret:Attic,AH:Garage 6 475 b U-Factor: Dbl,U=0.56 134.00 ft2 SHGC: SHGC=0.24 13.Cooling systems kBtu/hr Efficiency c U-Factor: Dbl,U=0.43 100.50 ft2 a.Central Unit 47.0 SEER:15.00 SHGC: SHGC=0.26 b.Central Unit 18.0 SEER:16.00 d U-Factor: other(see details) 92.00 ft2 14.Heating systems kBtu/hr Efficiency SHGC: other(see details) a. Electric Strip Heat 41.7 COP:1.00 Area Weighted Average Overhang Depth: 8.762 ft. b. Electric Strip Heat 19.8 COP:1.00 aArea Weighted Average SHGC: 0.228 8. Skylights Description Area 15.Hot water systems a. U-Factor(AVG): N/A ft2 a.Propane Cap.1 gallons SHGC(AVG): N/A b. Conservation features 9. Floor Types Insulation Area None a.Slab-On-Grade Edge Insulation R=0.0 3982.00 ft2 Credits(Performance method) Pstat b.N/A R= ft2 c.N/A R= ft2 I certify that this home has complied with the Florida Energy Efficiency Code for Building VE sTA Construction through the above energy saving features which will be installed (or exceeded) ,o� .�• `_ TFo in this home before final inspection. Otherwise, a new EPL Display Card will be completed ,,,,�f �.r+ based on installed Co a compliant features. Builder Signature:, Date: 6, Address of New Home: 5 ]�1. I r) �k City/FL Zip: f d j j,�.�t(,{(� 1I• ' g'� COD Wle o ,�- oq1�� *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 Energy Rating. 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. 3/15/2021 12:21 PM EnergyGauge®USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 7th Edition (2020) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods ADDRESS: Spendthrift Lane Permit Number: Port St Lucie,FL,34986 MANDATORY REQUIREMENTS- See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes)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 code compliance for the building.A copy of the EPL display card can be found in Appendix RD. SECTION R402 BUILDING THERMAL ENVELOPE ❑ R402.4 Air leakage(Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. ❑ R402.4.1 Building thermal envelopeThe 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 R402.4.1.1,as applicable to the method of construction.Where required by the code official,an approved third party shall inspect all components and verify compliance. ❑ R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate not exceeding seven air changes per hour in Climate Zones 1 and 2,and three air changes per hour in Climate Zones 3 through 8.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 pascals).Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7),Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i)or an approved third party.A written report of the results of the test shall be signed by the parry 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. Exception: Testing is not required for additions,alterations,renovations,or repairs,of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6.Supply and return registers,if installed at the time of the test,shall be fully open. R402.4.2 Fireplaces. New wood-burning fireplaces shall have tight-fitting flue dampers or doors,and outdoor combustion air.Where using tight-fitting doors on factory-built fireplaces listed and labeled in accordance with UL 127,the doors shall be tested and listed for the fireplace.Where using tight-fitting doors on masonry fireplaces,the doors shall be listed and labeled in accordance with UL 907. ❑ R402.4.3 Fenestration air leakage. Windows,skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot(1.5 Us/m2),and swinging doors no more than 0.5 cfm per square foot(2.6 Us/m2),when tested according to NFRC 400 or AAMA/WDMA/CSA 101/i.S.2/A440 by an accredited,independent laboratory and listed and labeled by the manufacturer. Exception: Site-built windows,skylights and doors. I 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) ❑R IO2.4.4 Rooms containing fuel-burning appliances. In Climate Zones 3 through 8,where open combustion air ducts provide combustion air to open combustion fuel burning appliances,the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room,isolated from inside the thermal envelope.Such rooms shall be sealed and insulated in accordance with the envelope requirements oflTable R402.1.2,where the walls,floors and ceilings shall meet not less than the basement wall R-value requirement.The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403.The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: 1. Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. 2. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code,Residential. ❑R402.4.5 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 E283 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. SECTION R403 SYSTEMS R 03.1 Controls. ❑ R403.1.1 Thermostat provision(Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. ❑ R403.1.3 Heat pump supplementary heat(Mandatory). Heat pumps having supplementary electric-resistance heat shall have controls that,except during defrost,prevent supplemental heat operation when the heat pump compressor can meet the heating load. ❑ R403.3.2 Sealing(Mandatory) All ducts,air handlers,filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers,shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 by either individuals as defined in Section 553.993(5)or (7), Florida Statutes,or individuals licensed as set forth in Section 489.105(3)(f),(g)or(i),Florida Statutes,to be"substantially leak free"in accordance with Section R403.3.3. R403.3.2.1 Sealed air handler. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. ❑ R403.3.3 Duct testing(Mandatory).Ducts shall be pressure tested to determine air leakage by one of the following methods: 1. Rough-in test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the system, including the manufacturer's air handler enclosure if installed at the time of the test.All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test:Total leakage shall be measured with a pressure differential of 0.1 inch w.g.(25 Pa)across the entire system,including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code.Duct leakage testing is required for Section R405 compliance where credit is taken for leakage,and a duct air leakage Qn to the outside of less than 0.080(where Qn= duct leakage to the outside in cfm per 100 square feet of conditioned floor area tested at 25 Pascals)is indicated in the compliance report for the proposed design. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. ❑R403.3.5 Building cavities(Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 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. ❑ R403.4.1 Protection of piping Insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight,moisture,equipment maintenance and wind,and shall provide shielding from solar radiation that can cause degradation of the material.Adhesive tape shall not be permitted. ❑ R403.5.1 Heated water circulation and temperature maintenance systems(Mandatory). If heated water circulation systems are installed,they shall be in accordance with Section R403.5.1.1.Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2.Automatic controls,temperature sensors and pumps shall be accessible.Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump.The system return pipe shall ❑ be a dedicated return pipe or a cold water supply pipe.Gravity and thermosiphon circulation systems shall be prohibited.Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy.The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. ❑ R403.5.1.2 Heat trace systems.Electric heat trace systems shall comply with IEEE 515.1 or UL 515.Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 3/15/2021 12:21 PM EnergyGauge®USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R403.5.5 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 31/2 inches(89 mm)in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.5.6 Water heater efficiencies(Mandatory). ❑ R403.5.6.1.1 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 140OF(38°C to 600C). ❑ R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off.A separate valve shall be provided to permit the energy supplied to the main burner(s)of combustion types of service water-heating systems to be turned off. ❑ R403.5.6.2 Water-heating equipment. Water-heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation,Commercial Provisions,for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water-heating category.Solar water heaters shall meet the criteria of Section R403.5.6.2.1. ❑ R403.5.6.2.1 Solar water-heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system.The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems.Solar collectors shall be tested in accordance with ISO Standard 9806,Test Methods for Solar Collectors, and SRCC Standard TM-1,Solar Domestic Hot Water System and Component Test Protocol.Collectors in installed solar water-heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal;and 2. Be installed at an orientation within 45 degrees of true south. ❑ R403.6 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 including:Natural, Infiltration or Mechanical means.Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. ❑ R403.6.1 Whole-house mechanical ventilation system fan efficacy.When installed to function as a whole-house mechanical ventilation system,fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where an air handler that is integral to tested and listed HVAC equipment is used to provide whole-house mechanical ventilation,the air handler shall be powered by an electronically commutated motor. ❑ R403.6.2 Ventilation air. Residential buildings designed to be operated at a positive indoor pressure or for mechanical ventilation shall meet the following criteria: 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2,Ventilation for Acceptable Indoor Air Quality,shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawlspaces,attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s),then the walls of the space(s)from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19,space permitting,or R-10 otherwise. R403.7 Heating and cooling equipment. R403.7.1 Equipment sizing(Mandatory). Heating and cooling equipment shall be sized in accordance with ACCA Manual S based ❑ on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies,based on building loads for the directional orientation of the building.The manufacturer and model number of the outdoor and indoor units(if split system)shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1.This Code does not allow designer safety factors,provisions for future expansion or other factors that affect equipment sizing.System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems.New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE-HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM MINIMUM EFFICACY a AIRFLOW RATE MAXIMUIV (CFM) (CFM/WATT) (CFM) HRV or ERV Any 1.2 cfm/watt Any Range hoods Any 2.8 cfm/watt Any In-line fan Any 2.8 cfm/watt Any Bathroom,utility room 10 1.4 cfm/watt <90 Bathroom,utility room 90 2.8 cfm/watt Any For SI:1 cfm=28.3 L/min. a. When tested in accordance with HVI Standard 916 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) ❑ R403.7.1.1 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 R403.7,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. The published value for AHRI total capacity is a nominal,rating-test value and shall not be used for equipment sizing.Manufacturer's expanded performance data 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.temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s)is installed in an unconditioned space. Exceptions: 1. Attached single-and multiple-family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida-registered engineer,in attached single-and multiple-family units,the.capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. ❑ R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1,and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. ❑ R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. ❑ R403.7.1.2.3 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 R403.7.1. ❑ R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis,such as anticipated additional loads caused by major entertainment events,shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units(Mandatory). Systems serving multiple dwelling units shall comply with Sections ❑ C403 and C404 of the Florida Building Code,Energy Conservation—Commercial Provisions in lieu of Section R403. ❑ R403.9 Snow melt and ice 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 50oF(10°C),and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40oF(4.80C). ❑ R403.10 Pools and permanent spa energy consumption(Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on-off switch that is an integral part of the heater mounted on the exterior of the heater,or external to and within 3 feet(914 mm)of the heater.Operation of such switch shall not change the setting of the heater thermostat.Such switches shall be in addition to a circuit breaker for the power to the heater.Gas-fired heaters shall not be equipped with continuously burning ignition pilots. ❑ R403.10.2 Time switches.Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors.Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar-and waste-heat-recovery pool heating systems. 3. Where pumps are powered exclusively from on-site renewable generation. 3/15/2021 12:21 PM EnergyGauge®USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 4 of 5 ❑ R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating,computed over an operation season,is from site-recovered energy,such as from a heat pump or solar energy source,covers or other vapor-retardant means shall not be required. R403.10.4 Gas-and oil-fired pool and spa heaters. All gas-and oil-fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. ❑ R403.10.5 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160,Table 2,Standard Rating Conditions-Low Air Temperature.A test report from an independent laboratory is required to verify procedure compliance.Geothermal swimming pool heat pumps are not required to meet this standard. ❑ R403.11 Portable spas(Mandatory).The energy consumption of electric-powered portable spas shall be controlled by the requirements of APSP-14. R403.13 Dehumidifiers(Mandatory If installed,a dehumidifier shall conform to the following requirements: 1. The minimum rated efficiency of the dehumidifier shall be greater than 1.7 liters/kWh if the total dehumidifier capacity for the house is less than 75 pints/day and greater than 2.38 liters/kWh if the total dehumidifier capacity for the house is greater than or equal to 75 pints/day. 2. The dehumidifier shall be controlled by a sensor that is installed in a location where it is exposed to mixed house air. 3. Any dehumidifier unit located in unconditioned space that treats air from conditioned space shall be insulated to a minimum of R-2. 4. Condensate disposal shall be in accordance with Section M1411.3.1 of the Florida Building Code,Residential. R403.13.1 Ducted dehumidifiers. Ducted dehumidifiers shall, in addition to conforming to the requirements of Section R403.13, conform to the following requirements: 1. If a ducted dehumidifier is configured with return and supply ducts both connected into the supply side of the cooling system,a backdraft damper shall be installed in the supply air duct between the dehumidifier inlet and outlet duct. 2. If a ducted dehumidifier is configured with only its supply duct connected into the supply side of the central heating and cooling system, a backdraft damper shall be installed in the dehumidifier supply duct between the dehumidifier and central supply duct. 3. A ducted dehumidifier shall not be ducted to or from a central ducted cooling system on the return duct side upstream from the central cooling evaporator coil. 4. Ductwork associated with a dehumidifier located in unconditioned space shall be insulated to a minimum of R-6. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS ❑ R404.1 Lighting equipment(Mandatory). Not less than 90 percent of the lamps in permanently installed luminaires shall have an efficacy of at least 45 lumens-per-watt or shall utilize lamps with an efficacy of not less than 65 lumens-per-watt. R404.1.1 Lighting equipment(Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights. I 3/15/2021 12:21 PM EnergyGaugeO USA 7.0.00-FlaRes2020 FBC 7th Edition(2020) Compliant Software Page 5 of 5 2020-AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 a AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: 000 Spendthrift Lane Sztankovits Res Builder Name: Telese Builders Street: Spendthrift Lane Permit Office: City,State,Zip: Port St Lucie,FL,34986 Permit Number: v Owner: Sztankovits Residence Jurisdiction: St Lucie W Design Location: FL,ST_LUCIE_CO_INTL U COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air-permeable insulation shall The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. requirements Breaks or joints in the air barrier shall be sealed. The air barrier in any dropped ceiling/soffit shall be aligned with' The insulation in any dropped ceiling/soffit Ceiling/attic the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the air barrier. Access openings,drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. alls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity sealed. with a material having a thermal resistance of R-3 Knee walls shall be sealed. per inch minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing,and and doors skylights and framing shall be sealed. i Rim,joists Rim joists shall include the air barrier. Rim joists shall be insulated. i Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to (;ncluding insulation. maintain permanent contact with the underside of above-garage subfloor decking,or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing,or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation,insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace wall . Shafts, penetrations Duct shafts,utility penetrations,and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit,or narrow Narrow cavities 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 spac 3s. ecessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the finished surface. thermal envelope shall be air tight and IC rated. 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 behin 126120na and wiring. Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs. be insulated. Electrical/phone box or The air barrier shall be installed behind electrical or communication exterior walls boxes or air-sealed boxes shall be installed. HVAC register boots HVAC supply and return register boots that penetrate building thermal envelope shall be sealed to the sub-floor,wall covering or Concealed When required to be sealed,concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids a.In addition,inspection of log walls shall be in accordance with the provisions of ICC-400. 3/15/2021 12:22 PM EnergyGaugeO USA 7.0.00-FlaRes202O FBC 7th Edition(2020) Compliant Software Page 1 of 1 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance p p 2020 Florida Building Code, Energy Conservation, 7th Edition J1 urisdiction: St Lucie Permit#: Job Information` I Builder: Telese Builders Community: Lot: NA Address: Spendthrift Lane City: Port St Lucie State: FL Zip: 34986 Air Leakage Test Results., Passing results must meet either the Performance,Prescriptive, or ERI Method C - Q PRESCRIPTIVE METHOD-The'bui[ding or dwelling unit shall be tested and verified as having an air leakage rate of,not exceeding 7 air changes per hour at a,pressure of 0.2 inch w.g.(50 Pascals)in"Climate Zones Land 2. 0, ' PERFORMANCE or ERI METHOD-The building or dwelling unit shall be tested and verified as having'an air leakage rate of not exceeding the selected ACH(50)value,as shown on Form R405-2020(Performance)"or R406-2020(ERI),section labeled as infiltration,sub-section ACH50: ACH(50)specified on Form R405-2020-Energy Calc(Performance)or R406-2020(ERI): 5.000 x 60 _ 43765 = Method for calculating building volume: CFM(50) Building Volume ACH(50) O Retrieved from architectural plans 1-1 PASS •Code software calculated When ACH(50) is less than 3, Mechanical Ventilation installation O Field measured and calculated must be verified by building department. R402.4.1.2 Testing.Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g.(50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5)or(7), Florida Statues.or individuals licensed as set forth in Section 489.105(3)(f),(g),or(i)or an approved third party.A written report of the results of the test shall be signed by the party conducting the test and provided to thecode 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,back draft 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. 6.Supply and return registers,if installed at the time of the test,shall be fully open. Testing Company Company Name: Phone: I hereby verify that the above Air Leakage results are in accordance with the 2020 7th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: Date of Test: Printed Name of Tester: iLicense/Certification#: Issuing Authority: I i 3/15/2021 12:22:18 PM EnergyGaugeO USA 7.0.00-FlaRes2020 FBC 7th Edition(2020)Compliant Software Page 1 of 1 N MM` Level 1 80 CFM 4•D t /4-EA—St Vert Hai Bath Bati2 2 Sed2 Ba0r3 Bed lMC3 Garage8 12s 1 79c. 10s6 72cfm g•_ / . _ 5 Pcis PeretraBe The WAls 70z8 OrCedrg om The G The D:hel Flom The Garage '-- 12z8 Shall Be C6D G.g ted et 12' S- iQiclm e, Mn No.26 Gaga Sheet 12s12 12kt2 17Gm. 72dm . 12xt2 Steel OrOBerA{pmwd 217cfm 2ticfm �. 1 216tdtn Mated 1 7 Bons Room 16Y18 Ha0 1 18 12x8 q•i ,4• Billels Parhy zlRoam Z. 18• 1tl 7 8x4 7• 3�i WIC2 8x4 7chn 12x8 PaWy 31c6n 1e7am 7 Lam# I�ten Nock 1 t2x6 Met- s- -IOx10 +8x4 'Os6 t67dm\ i Mcft 6c1m flS le, L F 14' 7' 12x8 8' ilectm 8• 12x8 \�• 278cfm Foyer e• Great Fmom 12x8 12zB ' 819cfm '1Wcfm SGrly 12.12.. 66ehn ...- V ft W Master Bakoom M Bath Grape A MHJ 4'8z 18x18254d B' 8. 6cf 180 7• . 8' 4-^ Qrls Pere=M Tte v""QQ ? WC Cebrg Sepam6rg Tte D-419 4• �5- Fmm The Grange Shall Be �4 ~i, Bz4~ Corfihrxted OfA Mn No,26 Cage ioz 10 tOx10 X. 1 xe , �p1 14•/ Sleet Steel Or Otter/pprwed 1 4- y� Material 1755tm 175Gm �1 73cfm / �• SO 8x4 8x4 129dm 45cfm 12x12 - Has SDcfm ML1ren1-. KS 100CM 5O CM 6°� 4.a& 8'Ederst vent 4•Etleiat Vert Job M 1418 Air Calcs, LLC Scale: 1 : 183 Performed by Vicki Lynne Nisa for: Page 1 Sztankovits Residence 7550 Hidden Hammock Ln Right-Suite®Universal 2021 Spendthrift Lane Vero Beach, FL 32966 21.0.02 RSU27054 Port St Lucie,FL 34986 Phone:772.800.8413 2021-Feb-01 15:06:56 vicldlynne@aircalcs.com dthrift Lane Sztankovits Res.rup Load Short Form Jan Job: 1418 Air Calcs, LLC Date: Jan 29,2021 AH 7 By: Vicki Lynne Nisa Air Calcs, LLC 7550.HiddenHammockLR Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlyrre@aircalcs.com I Project • • For. Sztankm its Residence,Telese Builders BD2H Spendthrift Lane,Port St Lucie,FL 34986 Design Information Htg Clg Infiltration Outside db(OF) 41 90 Method Blower door Inside db CF) 70 75 Shielding/stories 3(partial)/1 Design TD(OF) 29 15 Pressure/AVF 50 Pa/0 cfm Daily range - L Inside humidity(%) 30 50 Moisture difference(grAb) 2 57 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Lennox Trade Trade LENNOX Model Cond ML14XC1-048-230A** AHRI ref Coil CBA27UHE-048-230*++TDR AHRI ref 10259429 Efficiency 100 EFF Efficiency 12.5 EER,15 SEER Heating input 12.2 kW Sensible cooling 32900 Btuh Heating output 41736 Btuh Latentcooling 14100 Btuh Temperature rise 24 OF Total cooling 47000 Btuh Actual airflow 1567 cfm Actual airflow 1567 cfm Air flow factor 0.039 cfm/Btuh Air flow factor 0.'050 cfm/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 0.74 ROOM NAME Area Htg load Clg load HtgAVF CIgAVF M (Btuh) (Btuh) (cf-n) (cfm) Bath 2 91 1545 830 60 42 Bath 3 88 1355 642 52 32 Bed 2 225 2874 2420 111 122 Bed 3 203 2895 2363 112 119 Bonus Room 437 9325 4853 361 245 Butler's Pantry 72 141 105 5 5 Foyer 95 2489 1797 96 91 Great Room 540 6367 6914 247 349 Hall 81 0 0 0 0 Hall Bath 85 1229 723 48 36 Kitchen 299 558 2874 22 145 Kitchen Nook 247 7184 5296 278 267 Laundry 98 2038 1414 79 71 Linen 10 0 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft® 2021-Feb-01 15:13:38 r -re..�n„wma.arrom Rigk-Srite®Universa1202121.0.02RSU27054 Page 1 ACCA ...tHVAC1000SperdthiftLareSeankovitsRes.n*, Ca1c=11J11 FrortDoortaces:N Mud Room 72 715 241 28 12 Pantry 71 133 99 5 5 WIC 2 38 71 53 3 3 WWC 3 43 1547 450 60 23 I4FI1 d 2791 40467 31073 1567 1567 ,Other equip loads 1846 980 Equip.@ 0.95 RSM 30579 Latent cooling 10979 TOTALS 2791 42312 41557 1567 1567 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. -�- wrightsoft® 2021-Feb-0115:13:38 Rigtt-SUL-8 Uriversal 202121.0.02 RSU27054 Page 2 A ...tWAC1000Spend0riftLareSztank vitsRes.n{p Calc=MJB FrortDoorfaces:N Load Short Form Job: 1418 Air Calcs LLC Date: Jan 29,2021 AH 2 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock LR Vero Beads,FL32966 Phone:772.800.8413 Erriail:,Acldlynre@aircalcs.com I Project Information For. Sztankovits Residence,Telese Builders gp�f Spendthrift Lane,Port St Lucie,FL 34986 Design Information Htg Clg Infiltration Outside db(°F) 41 90 Method Blower door Inside db(°F) 70 75 Shielding/stories 3(partial)/1 Design TD(°F) 29 15 Pressure/AVF 50 Pa 10 cfm Daily range - L Inside humidity(%) 30 50 Moisture difference(gr/Ib) 2 57 HEATING EQUIPMENT COOLING EQUIPMENT Make Make Lennox Trade Trade LENNOX Model Cond ML14XC1S018-230A** AHRI ref Coil CBA27UHE-018-230*++TDR AHRI ref 10259433 Efficiency 100 EFF Efficiency 13.0 EER,16 SEER Heating input 5.8 kW Sensible cooling 12600 Btuh Heating output 19763 Btuh Latent cooling 5400 Btuh Temperature rise 30 OF Total cooling 18000 Btuh Actual airflow 600 cfm Actual airflow 600 cfm Airflowfactor 0.031 cfm/Btuh Airflowfactor 0.056 cfm/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 0.71 ROOM NAME Area Htg load Clg load HtgAVF CIgAVF (ft2) (Btuh) (Btuh) (cfm) (cfm) Clst 9 0 0 0 0 Hallway 29 0 0 0 0 Hers 193 3476 1301 107 73 His 77 1202 617 37 35 M Bath 225 1963 977 61 55 M Hall 28 0 0 0 0 M Linen 11 0 0 0 0 Master Bedroom 351 8332 5211 258 292 Study 224 4231 2500 131 140 WIC 18 43 31 1 2 Wtr Clst 27 157 72 5 4 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoftm 2021-Feb-0115:13:38 �, Right-Sute®Universal202121.0.02RSU27054 Page �CI' ._tHVAC1000 Spendttrift Lars Sztadmvit5 RessW Calc=MJB Frort Door faces:N AH 2 d 1191 19404 10709 600 600 Other equip loads 618 328 quip.@ 0.95 RSM 10530 Latent cooling 4575 TOTALS 1191 20022 15105 600 600 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrigF>ttsoft® 2021-Feb-01 15:1338 t•ie. �ww.•r�mwro Rigk-Sute®Udversal202121.0.02RSU27054 Page ACCK ..tHVAC1000Spendhilt Lam SztankovbRes.np Calc=MJ8 Frort Door face&N 1418 Building Analysis Job: Air Calks, LLC AiH 1 J Y Data: Jan Jan 29,2021 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlyme@aircalcs.com I Project Information For. Sztankovits Residence,Telese Builders Spendthrift Lane,Port St Lucie,FL 34986 Design Conditions Location: Indoor: Heating Cooling St Lucie Co Intl,FL,US Indoor temperature(°F) 70 75 Elevation: 26 ft Design TD(°F) 29 15 Latitude: 280N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/Ib) 2.4 56.9 ° 90 F 41 ion: Dry bulb( ) Infiltration: Daily ran ( )a °F - 15 ( L ) Method Blower door 9 Wet bulb(°F) - 77 Shielding/stories 3(partial)/1 Wind speed(mph) 15.0 7.5 Pressure/AVF 50 Pa/0 chn Component Btuh/ft2 Btuh %of load Walls 3.1 6315 14.9 wall ventilation Glazing 18.9 9103 21.5 ucts Doors 0 0 0 Ceilings 1.6 4428 10.5 Floors 2.3 6544 15.5 Infiltration 3.6 7956 18.8 Glazin Ducts 6120 14.5 Piping 0 0 Infiltration Humidification 0 0 Ventilation 1846 4.4 Adjustments 0 Ceilings Total 42312 160.0 Floors I Component Btuh/ft2 Btuh %of load Walls 1.9 3920 12.2 Walls Ventilation Glazing 24.7 11882 37.1 Internal Gains Doors 0 0 0 Ceilings 1.2 3411 10.6 Floors 0 0 0 Infiltration 1.1 2369 7.4 ucts Ducts 4072 12.7 Ventilation 980 3.1 Glazing Internal gains 5420 16.9 Blower 0 0 Infiltration Adjustments 0 Total 32053 100.01Ceilings Latent Cooling Load=10979 Btuh Overall U-value=0.233 Btuh/ft2--°F I ata entries checked. -Fk- =1ghtsoft- 2021-Feb-0115:13:38 rt•. Right-Sute®Uruversal2021 21.0.02 RSU27054 Page 1 ...tHVAC1000SpenditftLaneSztankovitsRes.np Calc=MJ8 FrortDoorfaces:N Job: 1418 Air CaICs, LLC Building Analysis Date: Jan 29,2021 Any 2 By: Vicki Lynne Nisa Air Calcs LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Email:%icWlyrm@aircalcs.com I Project • • For. Sztankovits Residence,Telese Builders g�yN Spendthrift Lane,Port St Lucie,FL 34986 Design Conditions Location: Indoor: Heating Cooling St Lucie Cc Intl,FL,US Indoor temperature(°F) 70 75 Elevation: 26 it Design TD(OF) 29 15 Latitude: 28°N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(grAb) 2.4 56.9 Dry bulb(°F) 41 90 Infiltration: Daily range(°F) - 15 ( L ) Method Blower door Wet bulb(°F) - 77 Shielding/stories 3(partial)/1 Wind speed(mph) 15.0 7.5 Pressure/AVF 50 Pa/0 cfm Component Btuh/t2 Btuh %of load Walls 3.1 4685 23.4 ventilation Glazing 15.3 2077 10.4 wall gas Doors 0 0 0 Ceilings 1.6 1889 9.4 Floors 3.7 4388 21.9 Infiltration 3.6 4374 21.8 nfiltration Ducts 1990 9.9 Piping 0 0 Glazing Humidification 0 0 Ventilation 618 3.1 Ceilings Adjustments 0 Total 20022 100.0 FI°ors Cooling Component Btuh/It2 Btuh %of load Walls 1.9 2816 25.5 ventilation 'Ce ntemal Gains Glazing 20.9 2827 25.6 walls Doors 0 0 0 Ceilings 1.2 1455 13.2 ucts Floors 0 0 0 Infiltration 1.1 1303 11.8 Ducts 1309 11.9 Ventilation 328 3.0 Infiltration Internal gains 1000 9.1 Blower 0 0 Glazing Adjustments 0 ilings Total 1 110381 100.0 Latent Cooling Load=4575 Btuh verall U-value=0.215 BtuhAt2-0 F Data entries checked. =ightsoft- 2021-Feb-01 15:13:38 11 •�••t ^��m Right-Site®Universal 2021 21.0.02 RSU27054 Page 2 tHVAC1000SpendttriftLaneSztsnkovitsRes.nQ Calc=MJB FrortDoorfaces:N anCom Component Constructions Job: 1418 Air Calks, LLC p Date: Jan 29,zozl AH 1 By- Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 En-iail:vicW]ynm@aircalcs.com I Project • • For. Sztankovits Residence,Telese Builders Spendthrift Lane,Port St Lucie,FL 34986 Design Conditions Location: Indoor: Heating Cooling St Lucie Cc Intl,FL,US Indoor temperature(OF) 70 75 Elevation: 26 ft Design TD(OF) 29 15 Latitude: 280N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(grab) 2.4 56.9 Dry bulb(OF) 41 90 Infiltration: Daily range(OF) - 15 ( L ) Method Blower door Wet bulb(OF) - 77 Shielding/stories 3(partial)/1 Wind speed(mph) 15.0 7.5 Pressure/AVF 50 Pa/0 cfm C nstruction descriptions or Area u-value Insul R Htg HTM Loss Clg HTM Gain ft' BkM'L-°F ft2-°Ffi3M BLMh Btuh BUM Btuh Walls 1311 Wall,Stucco 6rt,R-4.1 E)d Bd Ins,8"Thk,1/2"Gyp Bd Int Fnsh ne 175 0.109 5.1 3.15 551 2.02 353 se 351 0.109 5.1 3.15 1106 2.02 708 s 20 0.109 5.1 3.15 62 2.02 40 sw 469 0.109 5.1 3.15 1477 2.02 945 nw 724 0.109 5.1 3.15 2281 2.02 1459 all 1739 0.109 5.1 3.15 5478 2.02 3504 Partitions IF Wall,1/2"Gyp Bd Fact,R-11 Cav Ins,1/2"Gyp Bd Int Fnsh,2'k4"Wd 285 0.101 11.0 2.94 837 1.46 416 IF 16"OC Stud Windows Irrjpact:Impact;NFRC rated(SHGC=0.26);foreground=green grass ne 12 0.430 0 12.5 150 26.4 317 (0.23);7.5 ft overhang(2 ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.24);50%blinds 45°,medium; ne 8 0.560 0 16.2 130 22.4 179 5d%outdoor insect screen;foreground=green grass(0.23);2 ft overhang (4 ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.24);50%blinds 45°,medium; nw 72 0.560 0 16.2 1169 22.4 1610 50%outdoor insect screen;foreground=green grass(0.23);2 ft overhang (6 ft window ht,2 ft sep.);8 ft head ht In pact:Impact;NFRC rated(SHGC=0.20);foreground=green grass ne 48 0.730 0 21.2 1016 19.5 934 (0123);7.5 ft overhang(8 ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.22);foreground=green grass se 85 0.690 0 20.0 1701 17.2 1465 (0 23); 12 ft overhang(10 ft window ht,2 ft sep.);8 ft head ht sw 85 0.690 0 20.0 1701 17.2 1465 all 170 0.690 0 20.0 3402 17.2 2931 Impact:Impact;NFRC rated(SHGC=0.20);foreground=green grass s 23 0.730 0 21.2 480 17.4 395 (0.23);14 ft overhang(8 ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.22);foreground=green grass sw 120 0.690 0 20.0 2401 17.2 2069 0,23; 14 ft overhang 10.ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.26);50%blinds 45°,medium; nw 5 0.430 0 12.5 56 21.6 97 50%outdoor insect screen;foreground=green grass 0.23;2 ft overhang 9 9 9 ( ) 9 (11.5 ft window ht,2 ft sep.);8 ft head ht wrightsoft- 2021-Feb-01 15:1338 11 Rigft-Sute®universal 2021 21.0.02 RSU27054 Page 1 tHVAC=0 Spendthrift Lave sztantkovits Res.np Calc=WB Front Doorfams:N Impact:Impact;NFRC rated(SHGC=0.26);foreground=green grass nw 12 0.430 0 12.5 150 26.4 317 (0.23);2 ft overhang(2 ft window ht,2 ft sep.);8 ft head ht nw 12 0.430 0 12.5 150 26.4 317 all 24 0.430 0 12.5 299 26.4 634 Doors (none) Ceilings DftCathCeil:Attic,Tile Roof,R 20 Roof Deck Ins,1/2"Gyp Bd Int Fnsh 2791 0.405 21.0 1.59 4428 1.22 3411 Floors DftFlor.On Grade Depth,Tile FIr Fnsh 228 0.989 0 28.7 6544 0 0 i - -wrightsoft- 2021-Feb-01 15:13:38 A .�R.t• .v �, Rigk-Sute®Urtiversa12021 21.0.02 RSU27054 Page 2 AWACt000SpendthiftLaneSzankovilsRes.np Catc=MJB FrortDoorfaces:N anCom Component Constructions Job: A 1418 ir Calks, LLC p Date: Jan 29,2021 AH 2 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock Ln,Vero Beadi,FL32966 Phone:772.800.8413 Email:vicldlynm@aircalcs.com I Project • • For: Sztankovits Residence,Telese Builders 80aj Spendthrift Lane,Port St Lucie,FL 34986 Design • • • Location: Indoor: Heating Cooling St Lucie Co Intl,FL,US Indoor temperature(°F) 70 75 Elevation: 26 ft Design TD(°F) 29 15 Latitude: 280N Relative humidity(%) 30 50 Outdoor: Heating Cooling Moisture difference(gr/lb) 2.4 56.9 Dry bulb(OF) 41 90 Infiltration: Daily range(°F) - 15 ( L ) Method Blower door Wet bulb(°F) - 77 Shielding/stories 3-(partial)/1 Wind speed(mph) 15.0 7.5 Pressure/AVF 50 Pa/0 cfm Construction descriptions Or Area U-value Insul R Htg HTM Loss Clg HTM Gain ft' l3h&ft-°F ft;°F/Btuh Btuhlft' Btuh ehtfiR Btuh Walls B5 Wall,Stucco Ext,R-4.1 Ext Bd Ins,8"Thk,1/2"Gyp Bd Int Fnsh ne 138 0.109 5.1 3.15 435 2.02 278 se 550 0.109 5.1 3.15 1731 2.02 1107 sw 144 0.109 5.1 3.15 454 2.02 290 nw 254 0.109 5.1 3.15 799 2.02 511 all 1085 0.109 5.1 3.15 3419 2.02 2187 Partitions Frm Wall,1/2"Gyp Bd EA,R-11 Cav Ins,1/2"Gyp Bd Int Fnsh,2'5W Wd 431 0.101 11.0 2.94 1266 1.46 629 Frm,16"OC Stud Windows Im�pact:Impact;NFRC rated(SHGC=0.24);50%blinds 45°,medium; ne 30 0.560 0 16.2 487 22.4 671 50�%outdoor insect screen;foreground=green grass(0.23);2 ft overhang sw 24 0.560 0 16.2 390 20.7 497 (6 it window ht,2 ft sep.);8 ft head ht all 54 0.560 0 16.2 877 21.6 1168 Impact:Impact;NFRC rated(SHGC=0.26);50%blinds 45°,medium; se 30 0.430 0 12.5 374 15.5 465 50%outdoor insect screen;foreground=green grass(0.23);2 ft overhang (2 it window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.26);50%blinds 45°,medium; sw 30 0.430 0 12.5 374 19.8 594 50%outdoor insect screen;foreground=green grass(0.23);2 ft overhang (6 ft window ht,2 ft sep.);8 ft head ht Impact:Impact;NFRC rated(SHGC=0.20);foreground=green grass nw 21 0.730 0 21.2 452 26.9 575 (0 j23);22 ft overhang(8 ft window ht,2 ft sep.);8 ft head ht Doors (npne) Ceilings DftCathCeil:Attic,Tile Roof,R-20 Roof Deck Ins,1/2"Gyp Bd Int Fnsh 1191 0.405 21.0 1.59 1889 1.22 1455 F oors DAFlor.On Grade Depth,Tile Flr Fnsh 153 0.989 0 28.7 4388 0 0 wrightsoft- 2021-Feb-01 15:1338 Righ-Skite®Universe]2021 21.0.02 RSU27054 Page 3 AC t HVAC\000 Spendthrift Lane Sztankovits Res.np Calc=MJB Front Doorfaces:N Project Summary Job: Air Calcs, LLC AH Pro� � Jan Date: Jan 29,2021 By- Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden HanymckLR Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlyrm@airplcs.com Project • • For: Sztankovits Residence Telese Builders gM Spendthrift Lane,Port�t Lucie,FL 34986 Notes: Design Information Weather. St Lucie Co Intl,FL,US Winter Design Conditions Summer Design Conditions Outside db 41 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 29 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 57 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 34346 Btuh Structure 27002 Btuh Ducts 6120 Btuh Ducts 4072 Btuh Central vent(58 cfm) 1846 Btuh Central vent(58 cfm) 980 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 42312 Btuh Use manufacturer's data n Rate/swing multiplier 0.95 Infiltration Equipment sensible load 30579 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(ppartial)/1 Pressure/AVF 50 Pa/0 cfm Structure 6209 Btuh Ducts 2532 Btuh Central vent(58 cfm) 2238 Btuh Heating Cooling Outside air Area(ftz) 2791 2791 Equipment latent load 10979 Btuh Volume(ft3) 31063 31063 Air changes/hour 0.48 0.27 Equipment Total Load(Sen+Lat) 41557 Btuh Equiv AVF(cf-n) 250 140 Req.total capacity at 0.70 SHR 3.6 ton Heating Equipment Summary Cooling Equipment Summary Make Make Lennox Trade Trade LENNOX Model Cond ML14XC1-048-230A** AHRI ref Coil CBA27UHE-048-230*++TDR AHRI ref 10259429 Efficiency 100 EFF Efficiency 12.5 EER,15 SEER Heating input 12.2 kW Sensible cooling 32900 Btuh Heating output 41736 Btuh Latent cooling 14100 Btuh Temperature rise 24 OF Total cooling 47000 Btuh Actual airflow 1567 cfm Actual airflow 1567 cfm Airflowfactor 0.039 cfm/Btuh Airflowfactor 0.050 chn/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 0.74 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrb3htsoft® 2021-Feb-01 15:1338 ^•� • -„�- Rigtt-Sute®Universal 2021 21.0.02 RSU27054 Page 1 ACCK .,.t HVAC1000 Sperxithrift Lars SAankovits Res.nQ Calc=MJ8 Frort Door faces:N 1418 Project Summary Job: 1811r Calks, LLC AH 2 � Jan Date: Jan 29,2021 By: Vicki Lynne'Nisa Air Calcs, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlynne@airralcs.com Project • • For. Sztankovits Residence Telese Builders Ypz�Spendthrift Lane,Port�t Lucie,FL 34986 Notes: Design Information Weather: St Lucie Co Intl,FL,US Winter Design Conditions Summer Design Conditions Outside db 41 OF Outside db 90 OF Inside db 70 OF Inside db 75 OF Design TD 29 OF Design TD 15 OF Daily range L Relative humidity 50 % Moisture difference 57 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 17413 Btuh Structure 9400 Btuh Ducts 1990 Btuh Ducts 1309 Btuh Central vent(19 cfm) 618 Btuh Central vent(19 cfm) 328 Btuh Outside air Outside air Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 20022 Btuh Use manufacturers data n Rate/swingg multipplier 0.95 Infiltration Equipmentsensible load 10530 Btuh Method Blower door Latent Cooling Equipment Load Sizing Shielding/stories 3(ppartial)/1 Pressure/AVF 50 Pa/0 cfirn Structure 2974 Btuh Ducts 851 Btuh Central vent(19 cfm) 750 Btuh Heating Cooling Outside air Area(ft2) 1191 1191 Equipment latent load 4575 Btuh Volume(fl3) 12704 12704 Air changes/hour 0.65 0.36 Equipment Total Load(Sen+Lat) 15105 Btuh Equiv AVF(cfm) 137 77 Req.total capacity at 0.70 SHR 1.3 ton Heating Equipment Summary Cooling Equipment Summary Make Make Lennox Trade Trade LENNOX Model Cond ML14XC1S018-230A** AHRI ref Coil CBA27UHE-018-230*++TDR AHRI ref 10259433 Efficiency 100 EFF Efficiency 13.0 EER,16 SEER Heating input 5.8 kW Sensible cooling 12600 Btuh Heating output 19763 Btuh Latentcooling 5400 Btuh Temperature rise 30 OF Total cooling 18000 Btuh Actual airflow 600 cfm Actual airflow 600 cf n Airflowfactor 0.031 cfm/Btuh Airflow factor 0.056 cfm/Btuh Static pressure 0.70 in H2O Static pressure 0.70 in H2O Space thermostat Load sensible heat ratio 0.71 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft® 2021-Feb-0115:13:38 ^�^•� •n- Rigk-Sate®Universal2021 21.0.02 RSU27054 Page 2 A A HVAC1000 Sperd tvift Lane Sztankovits Res.rkp Calc=MJB Frort Door faces:N Air Cans LLC Ri ht-J®Worksheet Job: 1418 AH 1 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calm, LLC 755 0 Hidden Hammock Ln,Vero Beads,FL32966 Phone:772.800.8413 Email:viddlyme@aircalcs.com 1 Room name AH 1 Bath 2 2 Exposed vuall 228.2 It 9.0 ft 3 Room height 11.1 It d 10.0 ft heat/000l 4 Room dimensions 7.0 x 13.0 ft 5 Roam area 2791.3 It' 91.0 ft Ty Construction U-value Or HTM Area Load. Area (ftF) Load number (Btuhlft-'n (BtuhAtZ) or perimeter (ft) (Biuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat I Cool 6 . BIk Wall Stubm E)d- 0.109 ne 3.15 ' 2.02 243 175 551 353 ;20 20 63 40 Impact 0.430 ne 12A7 26.43 12 0 150 317 0 0 0 0 Impact 0.560 ne 16.24 22.37 8 0 130 179 0 0 0 0 Impact 0.560 ne 0.00 0.00 0 0 0- 0 0 0 0 0 11 _._ _._ Impact- °. ._ _0.730 ne. _21.17'<. 19.46 4a 0 1016 -:. "..934 0 0 0 0 Blk Wall,Stucoo 6d 0.109 se 3.15 202 436 351 1166 708 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 Impact ---- 0.690 s_e-- 20.01 .. ._1724 85 _85 1701 ---- 1465 0 0 __ 0 0 UN Blk Wall,Stugoo E)d 0:109 s 3.15 2.02 42 20 62 40 0 6 6 0 _T ... Impact _ 0.730 :s.. _ 21.17. 17.44 23 _ 23 __.> 480 .395 -0 0. 0 _0. Blk Wall,Stu000 E)d 0.109 sw 3.15 2.02 674 469 1477 945 0 0 0 0 Impact 0.430 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 85 85 1701 1465 0 0 0 0 Impact, _, __„ _____- 0.690 sw _ 20.01__. __ _1724 -120 120 2401 2069 0 0 0 _ _0 BIk Wall,Stucco E)d 0.109• nw 3.15 2.02 825 -724 2281 1459 - -70 64 2M 129 Impact OA30 nw 12.47' 21.62 5 0 56 .97 0 0, 0 0 Impact _ OA30 nw 12.47 = 26A3 12 0 150 317 6 0 75 159 Impact 0.430 nw 12.47 26.43 12 0 150 317' - 0 0 ` 0 0 Impact 0.560 nw 16.24', 22.37 .72 0 1169 1610 0 0 0 0 Impact 0.730 nw _ 0.00 0.00 0 0 0 . . 0 0 0 0 0 P --_Frm Wal1,12"_3Vp B_- - -0.101-_-, 2.94 1.46 _ 285 _ 285 __ 837 ----- .416 --__0 --... 9 --.--0- -- --4- C,_ DftCathCefl.- - - = 0.405 ,1.59 ---122 :. -2791. 2791 _ .; 4428_ - __3411.. . 91 - _ 91 -- 144 F - - DftRor - - - -- --0.989 -= 28.68., 0.00 - 2791 228 -- 6544-- 0-._ ----91 9- - �6 c)AED excursion 1 2715 1 51 Envelope]ossrgain 26391 19213 742 490 1Ia) Infiltration 7956 2369 323 96 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 4 920 0 0 11 Appliancesrother 4500 0 Subtotal(lines 6 to 13) 34346 27002 1065 586 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 247 135 14 Subtotal 34M 27002 1311 722 11�5 Ductloads 18% 15% 6120 4072 18% 15% 234 1,09 Total room load 40467 31073 1545 830 Air required(dm) 1 1567 1567 601 42 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. -Fla- wrigf�tsofte 2021-Feb-01 15:13:38 •""'' Riglt-Sute®Universal 2021 21.0.02 RSU27054 Page 1 ACCK ...t FNAC1000 Sperxft R Lane Szankovits Res.rip Calc=MJe Front Door faces N Air Calm, LLC Right-JO Worksheet Job: 1418 AH 1 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock Ln,Vero Beads,FL32966 Phone:772.800.8413 Email:vicldlyme@aircalrs.com �1 Room name Bath 3 Bed 2 2 Exposed v�ali 10.0 ft 15.5 ft 3 Room height 10.0 ft head000l 10.0 ft heat/cool 4 Room dimensions 1.0 x 88.0 ft 15.5 x 14.5 ft 5 Room area 88.0 ftz 224.8 ft2 Ty Construction U-value Or HTM Area (q Load Area (M Load number (Btuhfit-OF) (13 or perimeter (f) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool --- -- -- - -- - --- - ----- - -- -- 6 Blk WaII;Stucco Fed - 0.109 ne 3:15 2.02 15 15 47 "° 30 0 -0 0 0 Impact ' 0.430 ne 12.47 26A3 0 . 0 0 0 0 0 0 0 Impact 0.560- ne 16.24 22.37 0 0 0 0. 0 0 0 0 Ifh Impact 0.560 ne 0.00 0.00 0 0 0 0 0 - 0 . 0 0 1 1 .._... Impad. 0.730 ne _ _21.17 : ..19.46 . 0 _ 0 0 -0 0 _ 0 _ _,_ 0 _ 0 IJBlk Wall,Stucco Fed 0.109 se 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 _Impad __ -_ 0.690 se 20.01 1724 _ 0 0 0 0 0 0 0 0 Blk,Wall Stucco End 0.109 s 315 2.02 0 0 ' 0 0 0 0 0 0 Impact __ -_ 0.730,_ s- 21.17 - .17.44 _ . 0 _ - - 0 - 0 ,._ 0 ... 9_ 0 _ 0 0 Blk Wall,Stu000 Ext 0.109 sw 3.15 2.02 15 15 47 30 0 0 0 0 Impact 0.430 sry 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sry 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 snr 20.01 1724 0 0 0 0 0 0 0 0 Impad--- -- --- - -0.690 _sa_ . . 20.01 ._ _1724 0- 0 - _0 0 0 0 - - ----- - - -- - - - Blk Wall,Stucco E)d 0.109 nw 3.15 2.02 70 . 66 206 132 :" 155 - 119 375 240 Impact 0.430. nw 12.47 `21'.62 5 0 56 97 0 0 0 0 ImpactOA30 nw 12.47 26.43 -0 0 0 0 0 0 0 0 Impact 0.430 nw 12.47 26A3 :0 0 0 0 0 0 0 0 Impact 0.560 nw 16.24 22.37 0 0 0 '0-' 36 0 585 805 Impad_ 0.730 nw _0.00 . .0_00 0 0 _0. ..:_- 0 _ 0 0 0 0 P Fan Wall 10 G.vp B _ _ 0.101 _ - 2.94 , 1.46_ 0 -0 0 _0-._ - _0 _ _0 6 _ 0 -- C. . . .DftCatKCetl.:,-;_ _ 0.405'--- 1.59 122_ ._ _. _88._ 88 140 1W 225 225 357 .. 275 F---- DftRor - - - ----------0.989- = 28.68 - 0.00 - - - -88 ----10 -- -287 -- -0- - 225 - -16-- 4-- 9 6 0)AED excursion 48 300 Envelope lossigain 783 445 1761 1620 12 a) Infiltration 358 107 556 165 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Appliancestother 0 250 Subtotal(lines 6 to 13) 1142 552 2316 2035 Less extemalload 0 0 0 0 Lesstransfer 0 0 0- 0 Redistribution 8 6 123 68 14 Subtotal 1150 558 2440 2103 15 Dud loads 18% 15-/.j 205 84 18% 15%1 435 317 Total room load 1355 642 2874 2420 Air required(clim) 52 321 111 122 _ Calculations approved byACCAto meet all requirements of Manual J 8th Ed. CA FTIi- wrigF�tsoft 2021-Feb-01 15:13:38 Right-Sdte®Universal 202121.0.02RSU27054 Page ...tHVAC1000Spendthrift Lana SztaftvitsRes.rup Calc=MJB FrortDoorfaoes:N Air Calcs, LLC Right-J®Worksheet Job: 1418 AH 9 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calm, LLC 7550 Hidden Hammock LR Vero Beadi,FL32966 Phone:772200.8413 Email:vicidlyrre@aircalcs.com i 1 Room name Bed 3 Bonus Room 2 Exposed wall 18.5 ft 65.0 ft 3 Room height 10.0 ft heaf/000l 11.5 It heaticool 4 Room dimensions 1.0 x 202.5 ft 23.0 x 19.0 ft 5 Room area 202.5 ft2 437.0 ft' Ty Construction U-value Or HTM Area (" Load Area (q Load number (BtuhAtLOF) (Btuh" or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat I Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool 6 131k UVaiI,Stucco Fed 0.109 ne 3.15 2.02 0 0 0 "p - 0 0 0 0 Impact 0.430 ne 12A7 26.43 0, 0 0 0 • 0 0 0 0 I "pact 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 Impact 0.560 ne 0.00 0.00 0 0 0 0" 0 -0 0 0 1 Impad_ 0,730: no _. 21.17 19A6 - _- 0 0. 0 -" 0 0 0 Blk Wall,Stucco E4 0.109 se M. 2.02 0 0 0 0 265 265 833 533 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 _.. A._Impact- ---._-, _0.690 se 20_01 1724 0 0 0 0 _ 0 -- ---T_0- 0____._-----0 VjJ Blk Wa1I,Stucco E)d - 0.109 .s 3.15 202. 0 0 0 0 0 0 0 0 Impact 0.730 _s.__ _21.17, 17.44 0 _.. . 0 0 0 - 0 0 0 0 Blk Wall,Stucco E)d 0.109 Sw 3.15 2.02 0 0 0 0 219 219 688 440 Impact OA30 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact0.690 sw 20.01 1724 0 0 0 0 0 0 0 0 Impad _ 0.690 sw 20.01 17.24 0 0 0 0 0 0 0 0 - -- ---- - Blk Wall.Stucco E)d 0.109 nw _ 3.15 .2.02 155 119 375 240 265 253 796 509 Impact OA30 nw 12.47 21.62 0 0 0 0 0 0 0 0 Impad 0.430 nw '12.47 26.43 0 0 0 0 0 0 0 0 Impact. 0.430 nw 12.47: 26.43 0 0 0 0 12 0 1501, ". 317 Impact 0.560 nw 16.24 22.37 .36 0 565 805 0 0 0 0 -Impad :0.730- 000 ..'..0.00 0 0 0.- 0 __. -_,_0 0 0 0 P_ _ _Frm WaII,.1)T Gyp B-_.-- 0.1.01 - 2.94.--- 1.46 __ _---30 -.-_-_ 30 -_ 88 ----- _44 - _.- -0 0 - 0 . -0 C DttCalhCeil . 0.405 _:z.-_ . . .1.59 .._ _122__ 203 :_.__ 203 : .321 247 :;,- - 7 - _43-7. 693. . ':. 534 F _,.__D1tRor - - 0.989_- - --28.68.. 0.00 203- --- 19 - 531- - -0 - 437 - -65 -1864 - 0 6 0 AED exarsion 300 70 Envelopeloss(gain 1900 1636 5025 2404 12 a) Infiltration 556 165 2679 798 b) Roomventilation 0 0 0 0 131 Internal gains Ooa,pants@ 230 0 0 0 0 Appliancestother 250 900 Sublotal(lines 6 to 13) 2455 2052 7704 4101 Lessprdemalload 0 0 0 0 LeSS transfer 0 0 0 0 Redistribution 2 2 211 116 4 Subtotal 2457 2053 7915 4217 15 Dudloads 18% 15% 438 310 18% 15% 1410 636 Total room load 2895 2363 9325 4853 Air required(cm) 112 1191 1 361 245 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. -4- 2021-Feb-0115:13:38 CA Right-Sate®Urdversai 2021 21.0.02 RSU27054 Page 3 ...t HVACt000 SpendttriR Lane Szhankovits Res.nQ Calc=MJ8 Front Door faces:N 1 1418 Air!Calcs, LLC RI ht-J®Worksheet Job: I g Date: Jan Jan 29,2021 AH 1 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock l-R Vero Beach,FL32966 Plane:772.800.8413 Email:vicldlyme@aircalcs.com 1 Room name Bute s Pantry Foyer 2 F�osed wall ft 9.0 ft 3 Room height 10.0 It heatl000l 12.0 It heat/cool 4 Room dimensions 12.0 x 6.0 ft 10.5 x 9.0 It 5 Room area 72.0 ft 94•5 ft2 Ty Construction U-value Or HTM Area (ft� Load Area Load number (Btuhfit--q (BtuhAn or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross WIS Heat Cool 6 - _. _. _ -- - -- - - -- - 1. Blk Wall,Stucco 6d 0.109 ne 3.15 2.02 0 0 0 0- 168 48 151 97 Impact OA30 ne 12.47 26A3 0 0 0 0 12 0 150 317 mpact 0.560: ne 16.24 22.37 0 0 0 0. 0 0 0 0 Impact 0.560 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 Impact 0.730 ne_ 21.17 _ 19.46 0 0 _ 0 0 - 48 0 1016., 934 Blk Wall,Stucco 6d 0.109 se 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 Impact _ _ 0.690 se 20.01 o 6 1.724 0 0 0 0 0 0 _ 0 0 t�j Blk Wall,Stucco 0.109 s 3.15 2.02 0 0 0 0 0 0 0 0 -G Impact 0.730 s- -21.17 17.44 0 0 0 0- 0 4 0 ., 0 Blk Wall,Stucco E)d 0.109 sv 3.15 2.02 0 0 0 0 0 0 0 0 Impact OA30 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sry 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sN 20.01 1724 0 0 0 0 0 0 0 0 Impact _ _ , 0.690 sw 20,01 1724 0 0 0 0 0 0 0 0 Blk Wall,Stuom Ext 0.109 nw 3.15 2.02 0- 0 0 0 - 0 0 0 0 Impact 0.430 nw 12A7 21.62 0 0 0 0 0 0 0 0 Impact 0.430 nw 12.47 26.43 0 0 0 0 0 0 0 0 Impact 0.430 nw 12.47 26A3 0 0 0 0 0 0 0 0 Impact 0.560 nw 1624 22.37 0 0 0 0 0 0 0 0 Impact 0.730 . nw 0.00 0.00 0 _ ,., 0 0 0 0 0 0 0 F ___Fan Wall,1/2"Gw B- -_0.101 --- -- .2.94 --122 72_ 72 __ 114 88 951 _ 95_ 150, - 115 F DftFlor__... . - - -0.989. _ 28.68,.__ .. 0.00 -72_.. 0 _. .- 0 95 - 9 - 258. 0 6 c)AED excursion -1 -17 Eneelopelosslgain 114 87 1725 1446 12 a) Infiltration 0 0 387 115 j b) Roomventilation 0 0 0 0 13 Internal gains Oosjpants@ 230 0 0 0 0 Applianceslother 0 0 Subtotal(lines 6 to 13) 114 87 2112 1562 Less e#emalload 0 0 0 0 Lesstmns{er 0 0 0 0 Redistribution 6 4 0 0 14 Subtotal 120 91 2112 1562 15 Duct loads ' 18% 15% 21 14 18% 15% 376 235 Total room load 141 105 2489 1797 Air required(dm) 5 5 96 91 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. - - wrigtrrtsoft� 2021-Feb-0115:13SS •"'"' ""- � Right-Suite®Universal2021 21.0.02 RSU27054 Page 4 t HVAC1000 Spendthrift Lare Sztanlmvits Resnp Calc=MJB Front Door faces N j i Job: 1418 Air Calcs, LLC �Ri Right-JO Worksheet Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock LR Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlynre@aircalcs.com 1 Room name Great Room Hall 2 F)posed wall 22.5 It 6.7 It 3 Room height 12.4 ft heaftol 10.0 It heaUcool 4 Room dimensions 24.0 x 22.5 ft 1.0 x 81.0 ft 5 Room area 540.0 ft 81.0 ft Ty Conslruclion U-value Or HTM Area (ft� Load number (Btuhtft-'o (Stu hAt� or perimeter (ft) (Bhih) or perimeter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool --- - .. --- - -- 6 I `BIk Wall,Stu000 E# .- 0.109 .ne-: -3:15 2.02 p p p .p p 0 _ 0 0 Impact OA30 ne 12.47 26A3 0 0 0 0 0 0 0 0 Impact 0.560 ne 1624 22.37 0 0 .0 ."0 0 0 0 0 Impact .0.560 ne 0.00 _ 0.00 0. 0 0 0 0 0 0 0 11 Impact _ 0.730:_ne 21-17 19.46 0_-_ .- 0 0 - 0 - -0 0 0 -0 Blk Wall,Stuccoo E)d 0.109 se 3.15 2.02 0 0 0 0 25 25 79 50 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 0.690 se 20.01 _ .1724 0 ---- --0- - ----0- --- 0 -- - -0 -- 0- • -----0 - - - - UUNN Blk Wall,Stucco E)d 0.109 s 3.15 - 2.02 0 0 0 0 42 20 62 40 --G Impact - 23 _: ....,:.23 480 .- 395 0.730 ' s_ _-21:17-- _17.44 0 _ 0 0_" :_ 0 :._ Blk Wall,Stucco E)d 0.109 sw 3.15 2.02 279 159 501 320 0 0 0 0 Impact OA30 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 0 0 0 0 0 0 0 0 ---.. 'MPaC._- _._.--_-._. _ 0,690 sw 20.01 _-- 1724 .__120 _ 120 2401 2069 _._--_.0 0 . ---0 0 - -- -- Blk Wall,SWoOo E)d 0:109 nw 3.15 2.02 0 0 0 0 0 0 0 0 Impact OA30 rnv 12A7 21.62 0 0 0 0- 0 0 0 . -A Impact 0.430 'nw 12.47 26.43 "0 0 .0 0 0 0 0 0 Impact, OA30 nw 12.47 26A3 0 0 0 0: >, 0 0 0 0 Impact, 0.560 nw 1624 - 22.37 0 0 0 0 - 0 0 0 0 Impact 0.730.._nw. .:.0.00 0.00 0 0 0 0 -0 -.. . 0 0- 0 _P.._ Fnn Wall,10 GypB 0.101 -_--, 2.94.. _1.46 0 __--- 0 - _ 0 -- 0,-- _.-- _ 0 0 -- ---0- ------0 DftCathCeil _`. 0:405 - 1:59 _122,. 540 -- .540 857 ._ 660 _ ._ _81 81 129_ _ 99 F_.-._.._-. DftRor. - _ .. 0.989 -, .__ 28.68..._.. .0.00, 540 -- 2-3- ----...ram_ 0 - -81 - - ..7 -.- 191- 0 6 c)AED excursion 1301 -7 Envelope loselgain 4404 4350 941 577 12 a) Infiltration 1000 298 242 72 1 b) Room ventilation 0 0 0 0 13 Internal gains: Oaupants@ 230 2 460 0 0 Applianoesiolher 900 0 Subtotal(lines 6to13) 5404 6008 1182 649 Less erdemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 -1182 -649 14 Subtotal 5404 6008 0 0 15 Ductloads 18% 15% 963 906 18% 159/. 0 0 Total room load 6367 6914 0 0 Air required(dm) 247 349 01 0 Calculations approved WACCAto meet all requirements of Manual J 8th Ed. w!:1gP1 otft- 2021-Feb-0115:13:38 Aft ^""" Right-SrlteO Universal 202121.0.02 RSU27054 Page 5 ...t HVAC1000 Sperditft Lare Szbankovi s Res.rLp Calc=MJ8 Frort Door faces:N I I Air Caics, LLC Ri ht-M Worksheet Job: 1418 AH 1 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Caics, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Ernail:vicldlyrm@aircalcs.com 1 Room name Hall Bath Kitchen 2 Exposed wall 6.5 ft 0 ft 3 Room height 10.0 ft heaticool 11A ft heaV000l 4 Room dimensions 6.5 x 13.0 ft 1.0 x 298.5 ft 5 Room area 84.5 ft2 298.5 ft' Ty Construction U-value Or HTM Area (W) Load Area (M Load number (Btuhflt;•°q (BtuhAtl or perimeter (ft) (131vh) or perimeter (ft) (Bluh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk Wall,Stucco EA 0.109 ne, 3.15 2.02 0 0 0 _ O_ti 0 0 0 0 Impact " OA30 ne 12.47 26.43 -0,, -0 0 0 p 0 0 .0 Impact . 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 Impact, 0.560 ne' 0.00 0.00 0 0� 0 0 0 0 0 0 ., Impact . 0.730"--ne. ..--_21.17 , . 19A6 :. 0 0 0,- BN Wall,Stucco Ext 0.109 se 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 - Impact-- _-- ---. 0.690 se __20_01 1724 -_-- .- 0 0 0 0 0 0 -_ _-�-- -._ __--0 - ------ -- -- UUN�V Blk Wall,Stucco F)d 6.109 s 3.15 2.02 0 0 0 0 0 0 0 0 _0.730 _,6_ _. 21.17 _ 17.44 0 - 0 . 0- :. ..0 -_ 0 . ..:: 0- _ 0 _ 0 Blk Wall,Stucco E)d 0.109 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 0 0 0 0 0 0 0 0 mpaa.. 0.690 sw 20_01 ,1724 - 0- _ 0 _ 0 --0 0 0 0 _ 0 Blk Wall,Stucco F)d 0.109 nw . 59 1 15 2.02 65 86 119 0 0 - .0 - 0 Impact - 0.430 nw 12.47 21.62 0 0 0 0 0 0 0 0 Impact 0.430 nw 12A7 -< .26A3 6 0 75 159 0 0 0 0 Impact 0.430 nw 12.A7 26A3 0, 0 0 -0 0 0 0 0 Impact 0.560 nw 1624 22.37 0 0 0. 0 0 0 0 0 Impact 1.. 0.730..r>w.- ' 0.00 0.00 0 0 0 - -` 0 0 0 0 P_ _ Fnn Wall 1,12"GvpB- 0.101 2.94.__ . 1A6_ - 85 134 103. ..._ 299 299 474 0 .---- 0 - 0 0_ -_-_0- 0 .._ _ 0 0 _C :DftCathCeil 0,405 .-._ .. _1.59 _ ..122 85 -- -- -- ._- ._ . - _ _ _ __ _ - . F- DttRor.- --- - _0.989 - 28.6,8,._...._0.00 $5 - - - 7-- -186 - - -0 - 299- -- .0. - - 0 _.._.-_,0- it ,_ -- - - - ._ -- -- - -_- -•- --- - -- ------ -, _.-- - - - - - - -- - - - - -- 6 c)AED exnusion 52 -28 En*lope Iosslgain 581 433 474 337 12 a) Infiltration 233 69 0 0 j b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 2 460 Applianoestother 1 0 1700 Subtotal(lines 6to 13) 814 502 474 2497 Less extemalload 0 0 0 0 Less transrer 0 0 0 0 Redistribution 229 126 0 0 14 Subtotal 1043 628 474 2497 15 Dud loads 18% 15% 186 95 18% 15% 84 377 Total room load 1229 723 558 2874 Air required(ctm) 1 48 36 1 1 221 145 Calculations approved bVACCAto meet all requirements of Manual J 8th Ed. -FW 2021-Feb-0115:13:38 Rigtt-Sate®Un versal2021 21.0.02 RSU27054 Page 6 tHVAC1000Sperditrift Lane SztankovitsRes.njp Calc=WB FrortDoorfaces:N i Jan 29,2021 Air jCaics, LLC RI ht-J®Worksheet Job:Date: Jan AH 1 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock LR Vero Beach,FL32966 Phone:772.800.8413 Email:vicidlynns@aircaics.com 1 Room name Kitchen Nook Laundry 2 Exposed wall 22.0 It 16.5 ft 3 Room height 12.4 It heat/000l 10.0 ft heatkool 4 Room dimensions 1.0 x 246.5 It 7.5 x 13.0 ft 5 Room area 246.5 ft 97.5 fI Ty Construction U-value Or HTM Area (ft� Load Area (M Load number (BtuhAt-'F) (Btuh/it2) or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk Wall,Stucco - 0.109 ne 3.15 2.02 0 -160 - 92 290 185 Impact OA30 ne 12.47' 26A3 0 0 0 0 0 0 0 0 Impact 0.560 ne 1624 22.37 0 0 0 0 8 0 130 179 Impact 0.560 ne 0.00 0.00 0 0 0 0 0 0 0 0 Impact _ _-0.730 -ne 21,17 19A6- 0 _ __. 0 0_ 0 _ 0 _. 0 .0 0 Blk Wall,Stucco E)d 0.109 se 3.15 2.02 112 27 84 54 35 35 110 71 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 _Imps _ _ _0.690 se 20.01 1724 _ 85 85 1701 1465 _0 0 _.0 0 V1J Blk Wall,Stuwo E)d 0.109 s 3.15 2.02 0 0 0 0 - 0 0 0 0 -7-G impact 0.730 s 21.17 17.44 0 _0 _ 0_ ."0 . .- - . 0- 0 -0 0 Blk Wall,Sluoco E)d 0.109 SN 3.15 2.02 161 76 240 154 0 0 0 0 Impact 0.430 sN 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 9N 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 85 85 1701 1465 0 0 0 0 Impad _ 0.690 sN 20.01 _1724 0 0 0 0 0 0 0 0 Blk Wall,Stucco E)d 0.109 rrw 3.15 2.02- 0 0 0 0 0 0 0 0 Impact OA30 nw 12A7 21.62 0 0 0 0 0 0 0 0 Impact OA30 nw 12.47 26A3 0 0 0 0 0 0 0 0 Impact 0.430 nw 12A7 26A3 0 0 0 0 0 0 0 0 Impad. . 0.560 nw 1624 22.37 0 0 0 0 0 0 0 0 Impad _ 0.739 nw 0.00 0.00 0 _0 0 0 0 0 0 0 P -. Frm Wall,1/2".�B_ 44 -- - 0.101 _- --- 2.94 - 1.46 -- - 0- --0- -- --- 0 - - 0 - --30- -- 30 88 - - -- G.,- - DftCathCeil, OA05 - 1.59 .- 12-2 _ 247 247 391 301. _ 98 _ 98 155 119 F------DftFlor- __- -- ___-- 0.989 28.68 0.00 _ . __-247 _. _... 22 - .._ 631_ - 0 .._ 98 -- 17-- _ 473 6 c)AED excursion 667 14 Envelope loss(gain 4748 4106 1246 584 12 a) Infiltration 978 291 484 144 b) Room ventilation 0 0 1 0 0 13 Internal gains: Ocaipants@ 230 0 0 0 0 Applianoes/other 0 500 Subtotal(lines6 to 13) 5725 4397 1730 1228 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 372 204 0 0 14 Subtotal 6098 4602 1730 1228 15 Dud loads 18% 15% 1087 694 18% 15% 308 185 Total room load 7184 5296 2038 1414 Air required(dm) 278 267 79 71 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. _ -Fk- =1T3fttso1Ft'^ 2021-Feb-01 15:13:38 ACCA Riga-Sate®Universal 2021 21.0.02 RSU27054 Page 7 ..A HVACIOOD SpendMft Lare Sztankovits Res.nQ Calc=MJ8 Frort Doorfaces N Air Caics, LLC RI ht-JO Worksheet Job: 1418 g Date: Jan 29,2021 AH 1 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock Ln,Vero Beady FL32966 Phone:772.800.8413 Eniail:vicldlynre@aircaics.com i 1 Room name Linen Mud Room 2 Bposedwall 0 ft 8.5 ft 3 Room height 10.0 ft heaUcool 10.0 ft heaU000l 4 Room dimensions 5.0 x 2.0 ft 1.0 x 71.5 ft 5 Room area 10.0 IF 71.5 ft Ty Construction U-value Or HTM Area (W) Load Area Load number (Btuh/ft-'q (Btuh)" or perimeter (ft) (Btuh) or perimeter (ft) (Btiuh) Heat Cool Gross N/P/S Heat Cool Gross NIP/S Heat Cool - -- - -- _- 6 . Blk Wall:Stuccq E)d -0.109 -ne 3:15 2.02 p p 0 ._ - 0'' 0_ 0, p , 0 Impact 0.430 ne 12.47 26.43 0 0 0 - 0 0 0 0 0 Impact 0.560 ne 1624 22.37 0 0 '- 0 0 r 0 0 . 0 0 Impact 0.560 ne 0.00 0.00 0 0 0 0 0 0 0 0 11 _ Impact 0.730 :ne 21.17.:.._..19A6 0, 9`.,__, 0 q ;; _._ ..Q._ ...._ _0_ .. _ 0 0 Blk Wall,Stu coo Bd 0.109 se 3.15 2,02 0 0 0 0 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 Im 0.690^se 20.01 1724 0 - 0 -0 - -- - . 0 __0 _ 0 _ - -0 - - -- - - V�J Blk Wall,Stump EA 0.109 ; s 315 2.02 6 0 '.0 0 0 6 0 0 Impact 0.730 _s. . 2117_s.` .17.44 _0 - 0 Q 0. - _ 0 __._ 0 .. _.. 0 - 0 Blk Wall,Stu=E)d 0.109 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 sN 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 snr 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 0 0 0 0 0 0 0 0 --- -- I npad - -- - 0.690 _sN.___20.01 1724 --0 0 __0 - 0 - 0__- - 0 - -0 -- 0 - _- Blk Wall-,Stumb E)d 0.109. nw 3.16 2.02 0 0 0 0 0 0 0 0 Impact OA30' nw _ 12A7 _ 21.62 0 0 0 011 0 0 0 -0 Impact 0.430 nw 12.47 26A3 0 _ 0 0 0 0 0 0 0 ,., Impact 0.430 nw 12.47 26.43 0 0, 0 0 0 0 0 0 Impact 0.560 nvu 1624 22.37 0 0 0 0 0 0 0 0 Impact _.. _ . ,:.. 0.730, rW 0,00 w. 0.00_ 0 0 0 0 0 0 0 0 P_- _. Fmr Wall 1Y2"Gvp B__ _ 0.101 ---- - 2.94_- - 1-46 - - -- - ---0 -, - 0- - --- 85- ----85 --250 -----124 C . DftCathC(il_ OA05 - 1.59 _122 10 . .._16_. 12 - - 72 _.7.2 _. 113 _. .._ 87 F - - DttFlor. 0.989_-. _ 28.68,-._. 0.0o - 10 - --0 -- 0 0_... -- 72 - 9 --244 0 7. 6 c)AED excursion 0 -2 Emelopelosslgain 16 12 607 209 1Ia) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Applianceslother 0 0 Subtotal(lines 6to13) 16 12 607 209 Less exlemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution -16 -12 0 0 14 Subtotal 0 0 607 209 15 Dud loads 18% 15% 0 0 180/0 15%1 108 32 Total room load 0 io 715 241 Air required(drn) 0 28 12 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. _ F wrigflttsoft� 2021-Feb-0115:13:38 "�-^`^^ fight-SuiteOUrdversal2021 21.0.02 RSU27054 Page 8 tHVA0000SpendWftLaneSztankovilsResnp CaIc=MJB FrortDoorfaces N 1418 Jan Airtaics, LLC Ri ht-JO Worksheet Job: AH 1 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock LR Vero Bead,FL32966 Phone:772.800.8413 Email:vickilyme@aircalcs.com 1 Room name Pantry WIC 2 2 Exposed wall O it 0 ft 3 Room height 10D It hea IOD01 10.0 It heaticool 4 Room dimensions 1.0 x 71.3 ft 9.5 x 4.0 It 5 Room area 71.3 ftz 38.0 W Ty Construction U-value or HTM Area (W) Load Area (11F) Load number (BtuhfiF-'n (BtuhAn or perimeter (ft) (Btuh) or perimeter (ft) (Bhih) Heat Cool Gross NOS Heat Cool Gross NIP/S Heat Cool 6 BIk WaII,SluouoExi.- -0.109 ne 3.15 2.02 0 -0 .. ;0 p 0 0 0 0 Impact' OA30 ne 12A7 '; 26A3 0 0 0 0 .;:; 0 0 -.0 0 - _ Impact 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 Impad 0.560 ne 0.00 •' 0.00 "0 0 0 01 0 0 0 0 11 -Impact;- 0.730 .ne 21 17_ 19.46 0 - 0 _.' 0 ."._ _ 0 0- 0 0 0 UPI Blk Wall,Stuom Ext 0.109 se 3.15 2.02 0 0 0 0 0 0 0 0 {--G Impact 0.430 se 0.00 0.00 0 0 0 0 0 0 0 0 Impact - - - 0.690 _ - 20.01 __ 1724 --- .. - - _0 -- _ 0 0 - -0 -0 0- - 0 -- Blk Wall Stucco Ext 0.109 s 3.15 2.02 0 0 0 Impact _:..? 0.730_,s. _. 21 17 17.44 0 0 _0... _ 0 0, __,0 0 Blk Wall,Stucco Ext 0.169 SN 3.15 Z02 0 0 0 0 0 0 0 0 Impact 0.430 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 Sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw 20.01 1724 0 0 0 0 0 0 0 0 - --- Impact- ,_--_---,_- 0.690 sv_. 20.01 1724 0 0 _ 0 e--- 0 --- ---0 0 0 Blk Wall,Shuom E)d- 0:109 nw 3.15 . 2.02 0 0 0 0 '0 0 0 0 Impact 0.430 nw 12A7 21.62 0 0 0 0 0 0 0 0 Impact 0.430 rw 12.47 26A3 0 0 0 D 0 0 0 0 Impact 0.430 nw 12.47 26A3 '0 0 0 0 0 0 0 0 Impact 0.560 r w 1624 22.37 0 ,0 .0; 0 0 0 0 0 Impad - - 0.730 , nw 0.00 _ _0.00 0 ..._ _ 0. 0 0 - p - 0 0 0 P.__ Frrn Wall,U2"_GvpB.- _ ----_0.101 _ ---.--2.94 , __1.46 _----0-- _p 0--- -0 -0---------0 - --0 --------_0. C-. .-MathCeil 0A05 1,59 122 _ .. _ 71 - _.. .71 113 - _87 ._-. 38 _---,-_38_. _ _ 60 _ _ 46 F..__ DftRor. -- 0.989. = ;-28.68',_ _ 0.00 71 0 -0- -- --0 - - 0 .. 0 - ----8 - -_ ... t__ .,_..r _._ .. _ -- - -- - - - 6 c)AEDexatrsion -1 -1 Envelope losslgain 113 86 60 46 12 a) Infiltration 0 0 0 0 1 b) Room ventilation 0 0 0 0 13 Internal gains: Oaupants@ 230 0 0 0 0 Applianceslother 0 0 Subtotal(lines 6to13) 113 86 60 46 Less e --malload 0 0 0 0 Less transrer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 113 86 60 46 15 Dud loads 18% 15% 20 13 180/0 15%1 11 7 Total room load 133 99 71 53 Airrequired(dm) 5 5 3 3 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. F- wrightsoTt� 2021-Feb-0115:13:38 Right-Sate®Universal 2021 21.0.02 RSU27054 Page 9 ACCK ...t HVAC1000 Spendtlrift Lane Szhankovits Res.np Calc=MJ8 Front Door faces:N Job: 1418 Air iCalcs, LLC Ri�t-M Worksheet Date: Jan 29,2021 A By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock Ln,Vero Beads,FL32966 Phone:772.800.8413 Email:vicldlyme@aircaks.com 1 Room name WIC 3 2 Exposedvell 18.5 It 3 Room height 10.0 It heat/000l 4 Room dimensions 4.5 x 9.5 It 5 Room area 42.8 ftz Ty Construction U-value Or HTM Area (tt� Load Area Load number (Btuh/ftl-°F) (BtuW or perimeter (ft) (Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Blk Wall,Stucco FAQ - 0.109 ne 3.15 2.02- 0 0 Impact OA30 ne 12A7 26A3 0 0 0 0 Impact 0.560 ne 1624 22.37 0 0 0 0 Impact 0.560 ne 0.00 0.00 0 0 0 0 11 Impact _ 0.730 .ne 21.17 .- _19.46 _ 0_ 0 ._ 01. . -_ . 0 _ Blk Wall,Stucco 6d 0.109 se 3.15 2.02 0 0 0 0 Impact 0.430 se 0.00 0.00 0 0 0 0 11��GG Impad 0.690 se 20.01 1724 0 0 0 0 1�I Blk Wall,Stucco Ext 0.109 s 3.15 2.02 0 0 0 0 -. G_ Impact _. 0.730 _s. _ 21.17 17.44 .. 0 ..0 0 . _0 Blk Wall,StuooD EA 0.109 sw 3.15 2.02 0 0 0 0 Impact 0.430 sw 0.00 0.00 0 0 0 0 Impact 0.560 sw 0.00 0.00 0 0 0 0 Impact 0.690 sw 20.01 1724 0 0 0 0 i Impad __ - 0.690 sw _ - 20.01 _ 1724 _0 0 0 0 Blk Wall,Stucco Exf 0.109 nw 3.15 2.02 45 45 142 91 Impact 0.430 nw 12A7 21.62 0 0 0 0 Impact 0.430 nw 12A7 26A3 0 0 0 0 Impact 0.430 nw 12.47 26.43 0 0 0 0 Impact 0.560 nw 1624 22.37 0 0 0 0 Impact 0.730 nw _ 0.00 0.00 0 0 0 0 P - .__Fnn Wall,iu2"Gyp B _ _-. 0.101 _ 2.94 ._ . 1.46,_-- -_-140 140 _._ ._-411 _ - 204 -- C-;--- --DttCathCeil - _ 0.405 .- 159 -- 122_ 43 43 68 __ -. 52 F- .. _ DftFlor - - - - 0.989 - - .28.68._4. -0.00 -- 43 19 531 - 6 c)AED excursion -4 Envelope losslgain 1151 343 12 a) Infiltration 161 48 b) Room venfilation 0 0 13 Internal gains Occupants@ 230 0 0 Appliances(olher 0 Subtotal(lines6to13) 1313 391 Lesse)"mal load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 1313 391 15 Dud loads 18°/u 15% 234 59 Total room load 1547 450 Air required(cim) 1 60 23 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. -f'�i- wrigF�tsoTtp 2021-Feb-01 15:13:38 Aftk Right-SULA Universal 2021 21.0.02 RSU27054 Page 10 ...t HVACM0 Spendthrift Lane Sztankovits Res.nQ Calc=MJe Frort Door faces N I Air!Calks, LLC RI ht-J®Worksheet Job: 1418 AH 2 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock Ln,Vero Beath,FL32966 Phone:772.800.8413 Email:viddlyrm@aircalcs.com 1 Room name AH 2 Clst 2 Exposed wall 153.0 It 0 ft 3 Room height 10.7 It d 10.0 It heat/000l 4 Room dimensions 4.5 x 2.0 ft 5 Room area 1190.5 IF 9.0 Ty Construction U-value or HTM Area (ftj Load Area (ftzj Load number (BtuhAt'-'q (BtuhAn or perimeter (ft) (Btuh) or perimeter (ft) (Btvh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 BIkWaII;StucocE)d , 0.109 ne- 3.1s 2.02 168 138 ;.435 278 0 %0 - - 0 0 Impact OA30- ne 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0:560 ne- 0.00 0.00 0 0 0 0 0 _ 0 0 0 Impact -0.560 ne 1624 22.37 30 0 487 671 0 0 0 0 11 Impact - 0.730 ne _ 0.00 0.00, -- '.0 0 - -o_- 0 - ---0 _ 0.- 0 9 V�J BIk Wall,Stucco Ext 0.109 se 3.15 2.02 580 550 1731 1107 0 0 0 0 �G Impact 0.430 se 12.47 15A9 30 19 374 465 0 0 0 0 �G -Impact - ---- - -0,690 �- - 0.00 OAO 0 0 _._ ._ - 0 0 - 0 0 -^ 0 1qJ BIk Wall,Stucco E)d 0.109 s 0.00 0.00 0 0 0 0 ., 0 0 0 0 _ .-_G Impact. ' . _ .. 0.730 s -0.00' 0.00 0 - 0 .. 10 -. 0. _0 BIk Wall,Stucco Ext 0.109 sw 3.15 2.02 198 144 454 290 0 0 0 0 Impact 0.430 sw- 12.47 19.81 30 6 374 594 0 0 0 0 Impact 0.560 sw 1624 20.70 24 5 390 497 0 0 0 0 Impact 0.690 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact --_ __._ ,_. _ 0.690 sw 0.00 0.00 _ -_ 0 0 0 0---___. ..Q _ 0. .-._----0. _ ....-_. 0 - Blk Wall,Stucco Ext 0.109 r-vo 3.15 r '2.02 275 254 799 511 0 0 0 0 Impact, 0.430 nw 0.00 0.00 0 0 :- 0 0 ; 0 0 0 0 Impact. 0.430 nw 0.00 0.00 0 _- 0 0 0 0 0 0 0 Impact, 0.430 nw 0:00 0.00 0 0 0 0 0 0 0 0 Impact 0.560. nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact Or730 °rNv 21:17 26.94 21_'_ _ .. 0 _. 452- 575 -0 0. _. 0 _ .._- 0 P_ Fnn Wall,1I2,Gvp B----- 0.101 2.94 , _1 A(3 431 -431 _ _, 1266_ _-- 629_ ,_ _0 .0 _ --_ _ 0 0 DftCalhCeil _ 0.4 05 _.- 1.59 122 .1191 1191 1889 1455 9 9 14 . 11 _F_..._ ._DfU9o1r --_..,._ 0.989 -_-,. ._ 28.6..8,..._ .. 0.00 1191 _ ...__153 _,. ..:4388 - -0- - _9 0------- - 0 - 0. 7-1 6 c)AED excursion 25 -1 Envelope lossrgain 13039 7097 14 10 12 a) Infiltration 4374 1303 0 0 b) Room ventilation 0 0 0 0 13 Internal gains Ocaipants@ 230 0 0 0 0 Applianceslother 1000 0 Submial(lines 6to13) 174131 9400 14 10 Less external load 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 0 0 -14 -10 14 Subtotal 17413 9400 0 0 15 Duct loads 11% 140/6 1990 1309 11% 14% 0 0 Total room load 19404 10709 0 0 Air required(dm) 1 6001600 1 1 0 0 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. -P�F wrGghtsoTt� 2021-Feb-0115:13:38 Right SriteSUrriversal2021 21.0.02 RSU27054 Page 11 t HVAC1M00 Sperdthrift Lare Szankovits Ressup Calc=MJ8 Front Doorfaoes:N 1418 Jan Air Calcs, LLC Right-A)Worksheet Job: /QIN 2 Date: Jan 29,2021 By: Vicki Lynne Nisa Air Caics, LLC 7550 Hidden Hammock Lry Vero Beach,FL32966 Phone:772.800.8413 Email:vicdlyme@aircalrs.com 1 Room name Hallway Hers 2 E)posed wall 3.5 It 37.0 ft 3 Room height 10.0 It heat/ocol 10.0 ft heatl000l 4 Room dimensions 1.0 x 28.5 It 1.0 x 192.5 ft 5 Room area 28.5 ft2 192.5 ft Ty construction U-value Or HTM Area (M Load Area (ft) Load number (BtuhlftL-9 (Btu or perimeter (ft) (BiLh) or perimeter (ft) (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool - - - 6 Blk Wall Stuo�o E# ' 0.-109 -- , ' 315 2.02 0 0 0 0 0 0 - 0 0 Impact 0:430 ne 000 0.00 0 0 0 0 0 0 0 0 Impact '0.560 ne 0.00 ' 0.00 0 0 0 0 0 0 0 0 Impact 0.560` he 1624 22.37- 0 0 0 0 0 0 0 0 Impact.; - - 0730" ne- 0.00-__ 0.00' -0'- 0 - -0 -0 0 0 0 0 VN Blk Wall,Stucco Fed 0.109 se 3.15 2.02 0 0 0 0 130 120 378 242 �--G Impact 0.430 se 12A7 15A9 0 0 0 0 10 6 125 155 -G Impact, - -- --- 0.690 se 0.00 0.00 0 0 _ -0- --- ---- _-. ---- 0 -_ .__._..-0---- - --0- - --I- - Blk Wall,Stuon E)d_ 0.109 s 0.00 0.00 0 0 0 0 0 0 0 0 Impact - .. 0.730 :s_ 0.00 0.00 0 0 0 0 0 p p 0 Blk Wall,Stucco Ext 0.109 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 sw 12.47 19.81 0 0 0 0 0 0 0 0 Impact 0.560 sw 1624 20.70 0 0 0 0 0 0 0 0 Impact 0.690 sN 0.00 0.00 0 0 0 0 0 0 0 0 Impact-_ 0.690 sw 0.00 __ 0.00 0 0 0 0 0 0 0 0 - - --- - -- Blk Wall,Stucco Erd, 0.109 nw 3.15 2.02 0 0 0 0 0 0 0 0 Impact - 0.430 nw 0.00 0.00 0 0 0 0' . 0 0 0 0 Impact 0.430 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.430 nw 0.00 0.00 0 0 0 0 .`. 0 0 0 0 Impact 0.560 nw 0.00 . 0.00 0 0 0 0 0 0 0 0 Impact. 0.730 nw 21.17. 26.94 0 0 0 0 0 0 0 0 - - _ - P Fmt Wall,1/Y'Gyp6 _ - -_--0.101 .-_ 2.94, - 1.46 _35 35 103-_ _ 51 ,-- _ 240 _240 705 _.350 ,C _ DftCathceil 0.405 ._ _ TIM' _. _122' _ 29 :. 29 _45. W_:. __ 193 _ _193 305 _ 235 F 989r 0 f DFo . _. -_. - ,,-:- -- - --- - - -- 28.68,.__. _0.00 - 29 --- - 4 '0._- --0..... --__193 __t..37•- - 1061 6 c)AEDexausion -6 -8 Envelopelossrgain 248 80 2574 975 12 a) Infiltration 0 0 466 139 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal(lines 6to 13) 248 80 3040 1113 Lesse:dernalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution -248 -80 79 29 14 Subtptal 0 0 3120 1142 15 Ductloads 11% 14% 0 0 11% 14% 357 159 Total room load 0 0 3476 1301 Total uire I(dm) 01 0 107, 73 Calculations approved bVACCAto meet all requirements of Manual J 8th Ed. _ F wrtghtsoft� 2021-Feb-0115:13:3B Aft Right-Sate®Universal2021 21.0.02 RSU27054 Page 12 tHVACt000Spendfid LaneSztankovitsRes.nQ Calc=MJ8 FrortDoorlaoes N 1418 Air Jan Calcs, LLC RI ht-JO Worksheet Job: IQH 2 Date: an 29,2021 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock LR Vero Beach,FL32966 Phone:772.800.8413 Email:viddlyrrie@airnks.com 1 Room name His MBath 2 Exposed wall 9.0 It 10.0 It 3 Room height 10.0 It heat/cool 10.0 It heaUcool 4 Room dimensions 9.0 x 8.5 It 1.0 x 224.8 It 5 Room area 76.5 ft 224.8 ft Ty Construchon U-value Or HTM Area (T) Load Area (T) Load number (Btuh/F-T) (Btuhtfl or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6' _. -- - - Blk Wall,Stucco'E)d 0.109 ne 3.15 2.02 '0 0 0 0 0 0 0 0 Impact OA30 ne 0.00 0.00 0 0 0 0 0 0 0 0 Impact.. 0.560 ne 0.00 0.00 0 0 0 0 0 0 0 0 - Impact 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 11 Impact, 0.730 ne 0.00.-_ 0.00 0 0 0 0 0 0 0 0 V�J Blk Wall,Stucco E)d 0.109 se 3.15 2.02 90 80 252 161 100 90 284 181 �G Impact 0.430 se 12.47 15.49 10 6 125 155 10 6 125 155 �G Impact 0.690 se 0.00 0.00 0 0 0 0_ 0 0 0 _ 0 V1J Blk Wall,Stucco E)d 0.109 s 0.00 0.00 0 0 0 0 0 0 0 0 I___.G_ Impact._ 0.730. s -0.00:: ..0.00 _ _0 _ 0 .0 ..__ 0 : 0 _:. _ .0. 0 0 Blk Wall,Stucco E)d 0.109 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact OA30 sw 12.47 19.81 0 0 0 0 0 0 0 0 Impact 0.560 sw 1624 20.70 0 0 0 0 0 0 0 0 Impact 0.690 sw 0.00 0.00 0 0 0 0 0 0 0 0 _ Impact 0.690 _sw _ 0.00 0.00 0 0 0 0 _ 0 _0 _.0 0 Blk Wall,StupoO E)d 0.109 nw 3.15 2.02 0 0 0 0 0 0 0 0 Impact. OA30 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact OA30 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.430 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact -0.560 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact, _ 0.730, nw 21.17 26.94 0 0 0 0 0 0 0 0 P _ Firm Wall,10 Gvp B__ 0.161- _ - 2.94 _--- 1.46 0--- -- 0 _0_ _0 0.- -- -- 0 - -- 0 0 .0. ., DttCathCeil 0.405 ..- 1.59 . 122, ..- ,77 _77 121 93 225 225 357 275 F DfFor _-_ _. 0.989 - 28.68 _- .0.00 TI-. - _9_ -258 -0- 225 _10- 287 __ 0 6 c)AED excursion 36 21 Envelopelossrgain 756 446 1052 632 12 a) Infiltration 323 96 358 107 b) Room%enfilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliancestother 0 0 Subtotal(lines 6to 13) 1079 542 1410 739 Less eodemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 351 119 14 Subtotal 1079 542 1761 857 15 Dudloads 11% 149/6 123 75 11% 14% 201 119 [TIT Total room load 1202 617 1963 977 Air required(dm) 371 351 61 55 .Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigi�tsotFt� 2021-Feb-01 15:1338 AG�A Right-StiteOUniversal2021 21.0.02 RSU27054 Page 13 A HVACOOO Spendthrift Lane fa SznkoviLs Res.rkQ Calk=MJ8 Frort Doorfaces N Air Cal Job: 1418cs, LLC Right-JO Worksheet Date: Jan 29,2021 AH 2 By: Vicki Lynne Nisa Air Calks, LLC 7550 Hidden Hammock LR Vero Beads,FL32966 Phone:772.800.8413 Email:vidtilyrre@aircalrs.com i 1 Room name MHall MLinen 2 Exposed wall 0 ft 4.5 It 3 Room height 10.0 It heatlocol 10.0 ft heaU000l 4 Room dimensions 4.0 x 7.0 ft 4.5 x 2.5 ft 5 Room area 28.0 ft2 11.3 ft2 Ty Construction U-value Or HTM Area (W) Load Load number (Btuhlit2-°q (Btuh/M or perimeter (ft) (Bhrh) oorpenmeetter (ft) (Btuh) Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool _T _._..- -- 6 BIk WaII Stricm Fed :: 0.109 ne 3.15 ;; 2.02 p p 0 p.. 0 p _ 0 0 Impact' OA30 ne 0.00 0.00 0 0 0 0 0 0 0 0 - Impact. 0.560 ne 0.00 0:00 0 0 ".; 0 0 ., 0 0 0 p Impact 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 Jmpact... '_ 0.730_.ne.'::__..0.010:__'..0,00 . ,_0 -- 0.- 0 0'::..,..._-. 0_. . 0 .. .. 0. 0 V�J Blk Wall,Stucco Erd 0.109 se 3.15 2 ...02 0 0 0 0 45 45 142 91 (--G Impact 0.430 se 12.47 15A9 0 0 0 0 0 0 0 0 -G_Impact, 0.690. se - -0`00 -.0.00 - 0 - 0 - --0 0__ - 0 - A ------0 __0 Blk Wall,Stucco Ext 0.109 - s 0.00 0.00 0 0 0 0 0 0 0 Impact : 0.730.:s- _0:00, .. 0.00 _:0: -0 _ ,:0:; 0 .. : .-.0 0 ._ ':0 Blk Wall,Stucco IDA 0.109 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact 0.430 sw 12.47 19.81 0 0 0 0 0 0 0 0 Impact 0.560 sw 1624 2070 0 0 0 0 0 0 0 0 Impact 0.690 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact- -- -0.690- sw -0.00 0.00 0 0 --0 0- - 0 - 0 - 0 -.._0 Blk Wall,'Stuc o bd 0.109 nw 3.15 = 2A2 0 0 0 0, 0 6 0 0 Impact DA30 nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact. 0.430 nw 0.00 - 0.00 0 0 0 0 0 0 0 0 Impact, 0.430 nw 0.00 0.00 0 0 0 .0 0 0 0 0 Impact. .0.560 'nw 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0,730 _T 21.17 26.94 _.. _ 0_. 0 . 0 - : Q_. :. 0 0 _ P- - Frrn Wall,12"Gvp_B-- - - -0.101-- - -2.94 -1.46 -- 0-- 0- - --0- - 0- -- -0 - _0__ - - - - 0 C DftCathC'eil. , _ -0.405 1.59 : 122_ -.28 -28_._ .: _.44.- 34<: 11 _ 11 18 14 F DftFlor- - -- - 0.969 - - 28.68.- 6.00 -28-- 0 - -0- - _0 - 11 5 . -----129 - 0 16 c)AED excursion -2 11 Envelope loss/gain 44 32 289 94 12 a) Infiltration 0 0 161 48 I b) Room ventilation 0 0 0 0 13 Intemalgains: Ooaupants@ 230 0 0 0 0 Appliances(other 0 0 Subtotal(lines 6to 13) 44 32 450 142 Less e)demalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution -44 -32 -450 -142 14 Sublolal 0 0 0 0 15 Dud loads 11% 14% 0 0 11% 140/o 0 0 Total room load 0 T 0Airrequired(dm) 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. - wrightsoTt- 2021-Feb-0115:13:38 Right-Sate®Universal 202121.0.02 RSU27054 Page 14 .t HVAC1000 Spendli d Lane Sztarilmvils ResnQ Calc=MJe Frort Docrfaces N Job: 1418 Air Calcs, LLC Right-JO Worksheet Date: Jan29,2021 AH 2 By: Vicki Lynne Nisa Air Calm, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Email:vicidlyme@aircai s.com 1 Room name Mssler Bedroom S" 2 Exposedvall 56.5 It 32.5 It 3 Room height 11.0 It heaftol 12.0 It heat/000l 4 Room dimensions 19.5 x 18.0 It 16.0 x 14.0 ft 5 Room area 351.0 It' 224.0 ft2 Construction U-value Or HTM Area (M Load number (BIuhlft2-°q (Btuhlft2) or perimeter (ft) (B h) or penm� (ft) (Btuh) Ty Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 BIkV1(aII Stucco_ 6d 0.109 ne: 3.15 2.02 - 0 0 0. 0 168 138 �435 278 Impact' OA30 ne 0.00 0.00 0 -0 0 - 0 0 0 0 0 Impact. 0.560 ne 0:00 0.00 0 0 0 0 0 0 0 0 ,:,` Impact; 0.560 ne 1624 22.37 0 0 0 0 ` 30 0 487 671 11 _--.•. Impact,` :. -... . - 0.730 he _-0.00:'_..'0.00 .._ 0 '- �.. 0 . ;...0 q_- 0 - - 0 - 0 ": 0 �N Blk Wall,Stucco EA 0.109 se 3.15 2.02 215 215 676 432 0 0 0 0 �G Impact 0.430 se 12.47 15.49 0 0 0 0 0 0 0 0 �G Impact_- __ _^ _ ___ - _0.690 se 0.00 0.00 0 0 0 0 __ __ _o _0 0_ - _ __O - -- -- -- - - - -- _ 1RJ• Blk Wall,Stucco Erd 0.1,09 s 0.00 0.00 0 0 0 0 0 0 0 0 L-G .Impact_ 0.730, s-._ 0.00 -- I. . . ._0 _0 0 -- -0 0 r _. 0 __ 0 0 Blk Wall,Stucco Erd 0.109 sw 3.16 2.02 196 144 454 290 0 0 0 0 Impact OA30 sN 12.47 19.81 30 6 374 594 0 0 0 0 Impact 0.560 sN 1624 20.70 24 5 390 497 0 0 0 0 Impact 0.690 9ry 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.690 sw _ 0.00 0.00 _ .-.. _ 0 0..- 0 - .. 0 _ . .. 0 - 0 - 0 - Blk Wa 0 ll,Stucco Erd 0.109 nw 3A 55 2.02- 209 188 591 378 `. 66 66 208 In Impact: OA30 nw `0.00 0.00 0 0 0 0 0 0- 0 0 Impact 0.430 nw. 0.00 ., - 0.00 0 0 0 ;: 0 :;, 0 0 0 0 Impact, 0.430 nw 0.00 0.00 0 0 0 0 ' • 0 0 0 0 Impact 0.560 . nw. .0.00 .0.00 0 0 0 0 0 0 0 0 jmpad 0.730 nw_ 21.17 26.94 21 0 452 575:- 0 0 0 0 P--_ -- Frm Wall,1/2_Gvp B__ 0.101 _ 2.94_ --1.46 -0 0 _ - 0-_-- 0 __ 1.56 .. ._ .--_-_ 156 -.--..-__---_458_--__-.--_-22.8 04 __t._ 2 31 351 , 57 429. 224 224 355 .-274 E DftFor 0.98 351 57 1620 2 3 932 - 4 -_ - 0 �6 c)AED excursion 165 -166 Envelope losslgain 5114 3361 2876 1418 12 a) Infiltration 2228 663 839 250 1 b) Roomventilation 0 0 0 0 13 Intemalgains Occupants@ 230 0 0 0 0 Appliances(other 500 500 Subtotal(lines 6to13) 7341 4524 3714 2167 Less extemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 136 50 83 27 14 Subbtal 7477 4574 3797 2194 15 Dudloads 11% 14% 855 637 11% 14% 434 306 Total room load 8332 5211 4231 2500 Air required(dm) 2581 292 131 140 I Calculations approved byACCAto meet all requirements of Manual J 8th Ed. - W�-Q9tio - 2021-Feb-0115:13:38 Right-Srite®Universal 202121.0.02 RSU27054 Page 15 ..t HVAC1000 Sper d hdft Lane SzLiftvb Res.np Calc=MJ8 Front Door faces:N Air'Calcs, LLC Ri ht-J®Worksheet Job: 1418 IQH Z Date: Jan 29,2021 By. Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock l-R Vero Beach,FL32966 Phone:772.800.8413 Email:viddlynne@aircalcs.com 1 Room name WIC V*Clst 2 Exposed vall O ft O ft 3 Room height 10.0 it heat/cool 10.0 It heat/000l 4 Room dimensions 4.0 x 4.5 ft 4.5 x 6.0 ft 5 Room area 18.0 ft2 27.0 ft Ty Construction U-value Or HTM Area (fn Load Area Load number (BtuhAF-°F) (Btuht" or perimeter (ft) (Btuh) or perimeter (ft) (Btuh) Heat Cool Gross NIP/S Heat Cool Gross N/P/S Heat Cool - - - - 6 v BIk Wall,Stuox>- E)d 0.109 ne- 315" 2.02 0_ 0; 0 -- 0 - -0 0 0 0 Impact OA30 ne 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 ne 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 ne 1624 22.37 0 0 0 0 0 0 0 0 11 Impact - 0,730 ne 0.00 _. 0.00 0 _ 0, -0 0 0 0 0 0 U1J Blk Wall,Stucco Ext 0.109 se 3.15 2.62 0 0 0 0 0 0 0 0 L�_GG Impact 0.430 se 12.47 15.49 0 0 0 0 0 0 0 0 Impact. 0.690 se 9.00 .__ 0.00 0 0 0 0 0 0 0 0 - - IM Blk Wall,Stucco Ext 0.109 s 0.00 0.00 0 0 0 0 0 0 0 0 Impact'_ 0.730 _s_ 0.00 0.00 --0 _ 0 0 0 0 0 0 -0 Blk Wall,Stucco Ext 0.106 sw 3.15 2.02 0 0 0 0 0 0 0 0 Impact OA30 sw 12A7 19.81 0 0 0 0 0 0 0 0 Impact 0.560 sw 1624 20.70 0 0 0 0 0 0 0 0 Impact 0.690 sw 0.00 0.00 0 0 0 0 0 0 0 0 Impact _ _ 0.690 sw, 0.00 0.00 0 0 0 0 0 0 0 0 Blk Wall,Stucco End 0.109 nw 3.15 2.02 0 -0 0 0 0 - 0 0 0 Impact 0.430 nw 0.00 0.00 0 0 0 0 " 0 0 0 0 Impact OA30 nw 0.00 0.00 0 .-0 0 0 0 0 0 0 Impact, 0.430 nw, 0.00 0.00 0 0 0 0 0 0 0 0 Impact 0.560 nw 0.00 0.00 0 0 0 0 . 0 0 0 0 Impact. q.730 nw _ 21.17 _ 26.94 0' 10 - - 0 0 0 0 0 0 P._ _-- FrrnWall,12"_GypB_ 0101 _-- _-- 2.94 _. C - DttCathCeil 0.405 _-_ 1.59 122 18-- 18 29 22 27 27 43 _._ 33 F DftFlor 0.989 28.68 0.00 18 0 0 0 27 0 0 0 i I 6 c)AED excursion -2 -2 Envelope lossrgain 29 20 43 31 12 a) Infiltration 0 0 0 0 b) Room ventilation 1 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Applianoeslother 0 0 Subtotal(lines 6 to 13) 29 20 43 31 Lem external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 10 7 98 33 14 Subtotal 38 27 141 63 15 Dud loads 11%1 149/6 4 4 11% 14% 16 9 F7Total room load 43 31 157 72 Air required(dm) 1 2 5 4 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. i'�t- wrightsoTt'^ 2021-Feb-0115:1338 ^""" "^ Right-Sude®Universal2021 21.0.02 RSU27054 Page 16 ACCN tHVAC1000SpenditftLaneSztankoVAsRes.np Calc=MJB FrortDoorfaces:N Duct System Summary Job: 1418 Air Calks, LLC Y rY Jan Date: an 29,2021 AH 1 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock LR Vero Beach,FL32966 Phone:772.800.8413 Email:vicldlyme@airrdks.com I Project • • For. Sztankovits Residence,Telese Builders Yr,-tq Spendthrift Lane,Port St Lucie,FL 34986 Heating Cooling Extemal static pressure 0.70 in H2O 0.70 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.70 in H2O 0.70 in H2O Supply/return available pressure 0.627/0.073 in H2O 0.627/0.073 in H2O Lov;estfrit tion rate 0.161 in/100ft 0.161 in/100ft Actual airflow 1567 cfn 1567 cfm To i 1 effective length(TEL) 436 ft SupplyBranch Detail Table Design Htg cig Design Diam Hxw Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk B�ath2 h 1545 72 50 0.164 5.0 Ox0 VIFx 72.8 310.0 sr Blatn3 h 1355 63 39 0.254 5.0 Ox0 VIFx 36.9 210.0 st3 Bed 2 c 2420 134 146 0.250 7.0 Ox 0 VIFx 41.0 210.0 st3 Bed 3 c 2363 135 143 0.248 7.0 Ox 0 VIFx 42.9 210.0 st3 Bonus Room h 4663 217 147 0.161 9.0 Ox0 VIFx 80.4 310.0 st6 Bonus RoorrrA h 4663 217 147 0.166 9.0 Ox 0 MFx 68.1 310.0 st6 Baler's Pantry h 141 7 6 0.254 4.0 Ox 0 VIFx 37.2 210.0 st3 Foyer h 2489 116 109 0.174 7.0 Ox 0 MFx 45.5 315.0 Sty Great Room c 3457 148 209 0.177 8.0 Ox0 VIFx 40.0 315.0 st5 GreatR00m-A c 3457 148 209 0.173 8.0 Ox0 MFx 47.8 315.0 sty all Bath h 1229 57 44 0.166 5.0 Ox 0 VIFx 66.7 310.0 st6 Kitten c 2874 26 174 0.258 7.0 Ox 0 vlFx 27.7 215.0 st2 Kitchen Nook h 3592 167 160 0.246 7.0 Ox 0 VIFx 44.6 210.0 st3 Kitchen Nook A h 3592 167 160 0.167 8.0 Ox 0 VIFx 60.0 315.0 st5 Laundry h 2038 95 86 0.264 6.0 Ox 0 VIFx 22.7 215.0 st2 Mud Room h 715 33 15 0.260 4.0 Ox 0 VIFx 25.6 215.0 st2 PIantry h 133 6 6 0.262 4.0 Ox 0 MFx 24.2 215.0 st2 6C 2 h 71 3 3 0.254 4.0 Ox 0 Wx 36.6 210.0 st3 7C 3 h 1547 72 27 0.580 5.0 Ox 0 VIFx 8.1 100.0 I I I - - wrightsoft® 2021-Feb-0115:13:40 .w,..-1--e-w.---- RigH-Suite®Universal 202121.0.02 RSU27054 Pagel ...tHVAC100DSpendttriB Lane SztankovrtsRes.nQ Calc=MJB FrortDoorfaces:N i i SupplyDetail Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (cfm) FR (fpm) (in) (in) Material Trunk i sty PeakAVF 578 687 0.167 643 14.0 0 x 0 VinlFlx st2 st2 PeakAVF 738 967 0.167 693 16.0 0 x 0 VinIFIX st6 PeakAVF 562 388 0.161 716 12.0 0 x 0 Un1Flx st3 s9 PeakAVF 1070 886 0.161 766 16.0 0 x 0 VinIFIX Return Branch Detail Table I Grille Htg Clg TEL Design Veloc I Diam H x W Stud/Joist Duct Name Size(in) (Cfm) (cfm) 00 FR (fpm) (in) (in) Opening(in) Mat[ Trunk rb2 Ox 0 1104 1267 45.7 0.161 581 20.0 Ox 0 MFx rb1 Ox 0 206 170 32.5 0.226 591 8.0 Ox 0 VIFx rb�5 Ox 0 433 294 0 0 0 0 Ox 0 VIFx rti4 Ox 0 137 150 0 1 0 0 0 Ox 0 VIFx i . - ' wrightsoft® 2021-Feb-0115:13:40 - Aft--I mlehtm WPM..— Right Sute®Universa12D21 21.0.02 RSU27054 Page t ..t HVAC1000 Spendtlt ft Lare S2tankoviis Res.rnp Calc=MJB Front Door faoes-.N Duct System Summary Job: Air Calks, LLC Y rY Jan Date: Jan 29,2021 AH 2 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Ery4il:vicldlyrm@aircaics.com i Project • • For: Sztankovits Residence,Telese Builders Spendthrift Lane,Port St Lucie,FL 34986 Heating Cooling External static pressure 0.70 in H2O 0.70 in H2O Pressure losses 0 in H2O 0 in H2O Available static pressure 0.70 in H2O 0.70 in H2O Supply/return available pressure 0.565/0.135 in H2O 0.565/0.135 in H2O Lowestfriction rate 0.152 in/100ft 0.152 in/100ft Actual airflow 600 cfm 600 cfm Total effective length(TEL) 461 It SupplyBranch Detail Table Design Htg Clg Design Diam H x W Duct Actual Ftg.Egv Name (Btuh) (cfm) (cfm) FR (in) (in) Matl Ln(ft) Ln(ft) Trunk Hers h 3476 129 87 0.237 7.0 Ox 0 VIFx 28.3 210.0 st1 His h 1202 45 42 0.243 4.0 Ox 0 VIFx 22.9 210.0 st1 MI Bath h 1963 73 66 0.161 5.0 Ox 0 VIFx 36.9 315.0 st4 B Iaster Bedroom c 2606 155 175 0.152 8.0 Ox 0 VIFx 57.0 315.0 st4 Master Bedroom•A c 2606 155 175 0.158 8.0 Ox 0 VIFx 43.8 315.0 st4 siItAy c 2500 157 168 0.232 7.0 Ox 0 VIFx 34.0 210.0 st1 wlc c 31 2 2 0.161 4.0 Ox 0 VIFx 37.1 315.0 st4 wt clst h 157 6 1 5 1 0.242 1 4.0 Ox 0 1 VIFx 1 23.3 1 210.0 1 st1 i I SupplyDetail Table I Trunk Htg Clg Design Veloc Diam H x W Duct Name Type (cfm) (drn) FR (fpm) (in) (in) Material Trunk st4 PeakAVF 384 418 0.152 532 12.0 0 x 0 VInIFIX st1 st1 PeakAVF 720 720 0.152 674 14.0 0 x 0 VinIFIX -Fk wrightsoft® 2021-Feb-0115:13:40 ^'e ,.t•�,,M1�,�»aim,.•. Rigtt-Sute®Universal 202121.0.02RSU27054 Page / A ...tHVAC1000SpendthriftLaneSztankovitsRes.rkp Caic=MJB FrortDoorfaces:N Return Branch Detail Table Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size(in) (Cfm) (cfm) (ft) FR (fpm) (in) (in) Opening(in) Matl Trunk rb8 Ox 0 309 350 86.4 0.156 446 12.0 Ox 0 VIFx rt1 rb7 Ox 0 157 168 40.2 0.335 481 8.0 Ox 0 MR rb3 Ox 0 254 202 88.6 0.152 575 9.0 Ox 0 VIFx rt1 i TableReturn Trunk Detail I Trunk Htg Cig Design Veloc Diam H x W Duct Name Type (Cfm) (Cim) FR (fpm) (in) (in) Material Trunk rt1 PeakAVF 563 552 0.152 527 14.0 0 x 0 VinIFIX i i i wrightsoft® 2021-Feb-01 15:13.40 1 ..,. I.1-I.-Y.r-11 Righ-SuteOLhversal202121.0.02RSU27054 page4 /MCA ...t HVAC1000 Spendthrift Lane Sztankovits Res.rnp Calc=MJB Frort Door faces:N Job: 1418 Air Calcs, LLC Manual S Compliance Report Date: Jan 29,2021 AH 1 By: Vicki Lynne Nisa Air Calcs, LLC 7550 Hidden Hammock Ln,Vero Beach,FL32966 Phone:772.800.8413 Effiail:vicidlynna@aircalos.com i I Project • • For. Sztankovits Residence,Telese Builders Spendthrift Lane,Port St Lucie,FL 34986 Cooling Equipment Delsign Conditions Outdoor design DB: 90.4oF Sensible gain: 32053 Btuh Entering coil DB: 75.7°F Outdoor design WB: 77.4 F Latentgain: 10979 Btuh Entering coil WB: 63.6°F Indoor design DB: 75.0°F Total gain: 43032 Btuh Indoor RH: 50% Estimated airflow: 1567 ch Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SplitAC Manufacturer. Lennox Model: ML14XC1-048-230A**+CBA27UHE-048-230*++TDR Actual airflow: 1567 cfi71 Sensible capacity: 32900 Btuh 103%of load Latent capacity: 14100 Btuh 128%of load Total capacity: 47000 Btuh 109%of load SHR: 70% Heating Equipment Design Conditions Outdoor design DB: 41.0°F Heat loss: 42312 Btuh Entering coil DB: 68.7°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions Equipmenttype: Elec strip Manufacturer. Model: Actual airflow: 1567 cfm Output capacity: 12.2 kW 99%of load Temp.rise: 50 OF Meets all requirements ofACCA Manual S. wrightsoft- 2021-Feb-01 15:13.40 A�*.•-���w�•w�mw, Right-Sute@ Universal 202121.0.02RSU27054 Pagel ..tHVAC1000SpenditftLareSztankovitsRes.nQ Calc=MJB FrortDoor%ces:N Manual S Compliance Report Job: 1418 Air Calcs, LLC p p Date: Jan 29,2021 AH 2 By- Vicki Lynne Nisa Air Calcs, LLC 7550 HiddenHammodcLr,Vero Beach,FL32966 Phone:772.800.8413 Emil:i icldlyrm@aimalcs.com i Project • • For. Sztanko\its Residence,Telese Builders Spendthrift Lane,Port St Lucie,FL 34986 Cooling Equipment Design Conditions Outdoor design DB: 90.4°F Sensible gain: 11038 Btuh Entering coil DB: 75.6°F �Outdoordesign WB: 77.4°F Latent gain: 4575 Btuh Entering coil WB: 63.5°F Indoor design DB: 75.0°F Total gain: 15613 Btuh Indoor RH: 50% Estimated airflow: 600 ch Manufacturer's Performance Data at Actual Design Conditions Equipmenttype: SplitAC Manufacturer: Lennox Model: ML14XC1S018-230A**+CBA27UHE-018-230*++TDR Actual airflow: 600 ch Sensible capacity: 12600 Btuh 114%of load Latent capacity: 5400 Btuh 118%of load Total capacity: 18000 Btuh 115%of load SHR: 70% 'Heating Equipment Design Conditions Outdoor design DB: 41.0°F Heat loss: 20022 Btuh Entering coil DB: 68.9°F Indoor design DB: 70.0°F Manufacturer's Performance Data atActual Design Conditions j Equipmenttype: Elec strip Manufacturer. Model: Actual airflow: 600 ch Output capacity: 5.8 kW 99%of load Temp.rise: 50 OF Meets all requirements ofACCA Manual S. i Wrightsoft® 2021-Feb-01 15:13:40 �, Am.,•.• =•w -.mow, Right St�Ur�versa12021 21.0.02 RSU27054 Page 2 Al d& 9 ...tHVACW00SperdthriftLareSztankovitsRes.nQ CaIc=MJB Front N N 1 - . '. m.e r .. s• tam r.-. a amp .-.:. - e- 1unw�oae9ee9m a a„r"coa_ ip a.e - pl- eo.erme mm. '- =�. _. ©� . -_mnvaer •_ - ..� �. .1 - -- a➢m to .:.� -_._"..__- i _ . __`.l+ Lam• --_ _—_.�._._ _ _—_-�_. ��Fmv�re 4��• Job M 1418 Air Cales, LLC Scale: 1 :277 Performed by Vicki Lynne Nisa for: Page 1 Sztankovits Residence 7550 Hidden Hammock Ln Right-Suite®Universal 2021 Spendthrift Lane Vero Beach, FL 32966 21.0.02 RSU27054 I Port St Lucie,FL 34986 Phone:772.800.8413 2021-Feb01 15:14:20 vickilynne@aircalcs.com ...dthdft Lane Sztankovits Res.rup Client: Telese Builders Date: 2/17/2021 Page 1 of 3 BUILDING Project: Input by: Claudia Martin SOLUTIONS Address: St.Lucie,FL Job Name: Sztankovhs Residence 01 Project#: J41052 LVL1 LP-LVL 290OFb-2.OE 1.750" X 23.875" 3-Ply - PASSED Level:Level i 1 2 3 5 6 ��' �. �. �. ems' : 1'117/8„ 1 SPF - 2 Adj.Steel Post 26'3" �45 1/4" 26'3" Member Information Reactions PATTERNED lb(Uplift) Type: Girder Application: Floor Brg Direction Live Dead Snow Wind Const Plies: 3 Design Method: ASD 1 Vertical 0 5127. 0 0(-2865) 3720 Moisture Condition: Dry Building Code: IBC/IRC 2015 2 Vertical 0 4528 0 0(-2211) 3246 Deflection LL: 480 Load Sharing: Yes Deflection TL: 360 Deck: Not Checked Importance: Normal-II Temperature: Temp—100°F G i eneral Load Bearings Floor Live: 20 PSF Bearing Length Dir. Cap. React D/L lb Total Ld.Case Ld.Comb. Dead: 25 PSF ,-SPF 8.000" Vert 50% 5127/3720 8847 L D+C 2-Adj. 6.000" Vert 33% 4528/3246 7774 L D+C Analysis Results Steel Ainalysis Actual Location Allowed Capacity Comb. Case Post Moment 75213 ft-lb 117 1/8" 142028 ft-lb 0.530(53%)D+C L Shear 8317lb 2'7 7/8" 29769 lb 0.279(28%)D+C L LL Defl inch 0.322(1.1940) 13-1 7/8" 0.631(U480) 0.511(51%) C L TL Defl inch 0.755(U401) 13-1 15/16" 0.841(U360) 0.898(90%)D+C L Design Notes 1 Provide support to prevent lateral movement and rotation at the end bearings.Lateral support may also be required at the interior bearings by the building code. 2 Dead Load Deflection:Instant=0.433",Long Term=0.649". 3 Fasten all plies using 3 rows of 12d Box nails(.128x3.25")at 12"o.c.Maximum end distance not to exceed 6".Clinch Nails where possible. 4 Refer to last page of calculations for fasteners required for specified loads. 5 Bearing 2:Adjustable Steel Post S1=0.00 6 Adj.steel posts shall be installed as per manufacturer's details. 7 Adjustable Steel Columns shall be only used for axial loads without eccentricity and without � lateral wind loads W I; pt r" PY 8 Girders are designed to be supported on the bottom edge only. 9 Top loads must be supported equally by all plies. F 10 Top must be laterally braced at a maximum of 4'3 3/4"o.c. ,1 Bottom must be laterally braced at end bearings. I Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments 1 Point 0-10-4 Top 3101b 0lb 0lb -219lb 2481b CJ3 Bearing Length 0-3-8 2 Point 2-10-4 Top 2221b 0lb 0lb -1321b 178lb CJ5 Continued on page 2... I Notes Manufacturer Info East Coast Truss,FL This component analysis is based on the loads, Louisiana-Pacific Corp geometry and other condidons as entered by the user and fisted in this report The user is responsibleto414 Union Street,Suite 200D sure the accuracy of the Input and the applicability to Nashville,TN 37219 me actual conditions of the structure for whim this (888)820-0325 component is Intended.This analysis is valid only for the www.lpcorp.com Co Copyright 20 APA:PR-L280,ICC-ES:ESR-2403, Copyright Union M rights reserved by Louisiana Pacific corp.ataunionstsuaez000,Nash ve,rN3nts LADBS:RR-25783,Florida:FL15228 This design is valid until 9/10/2022 LP SolidStart Design Version 4.0.171(Build 20.51.171)Powered by iStructTM Client: Telese Builders Date: 2/17/2021 Page 2 of 3 BUILDING �+ Project: Input by: Claudia Martin SOLUTION S Address: St.Lucie,FL Job Name: Sztankovits Residence M e Project#: J41052 LVL1 LP-LVL 290OFb-2.OE 1.750" X 23.875" 3-Ply - PASSED Level:Level 1 2 3 5 6 o— c 1 SPF 2Adj.Steel Post 26'3" R5 1/4" 26'3" ...Continued from page 1 ID Load Type Location Trib Width Side Dead 0.9 Live 1 Snow 1.15 Wind 1.6 Const.1.25 Comments Bearing Length 0-3-8 3 Point 4-10-4 Top 247lb 0lb 0lb -121lb 198lb cj7b Bearing Length 0-3-8 4 Part.Uniform 5-8-7 to 15-4-0 Top 145 PLF 0 PLF 0 PLF -66 PLF 116 PLF EJ9A-B 5 Point 11-14 Top 3052lb 0lb 0lb -2656lb 2441lb FG01 Bearing Length 0-3-8 6 Point 16-4-0 Top 3486lb 0lb 0lb -1318lb 2789lb D06G Bearing Length 0-3-8 Self Weight 36 PLF i I I I Notes Manufacturer info East Coast Truss,FL This component analysis is based on the loads, Louisiana-Pacific Corp geometry and ether conditions as entered by the user and fisted in this reporL The user is responsible to414 Union Street,Suite 2000 ensure the accuracy of the Input and the applicability to Nashville,TN 37219 the actual conditions of the structure for which this (888)820-0325 component is Intended.This analysis is veld only for the grodungsted. www.lpc.orp.com Copyright 2020 An rights reserved by Louidana Pedfic APA:PR-1_280,ICC-ES:ESR-2403, Corp.411 Union St Sun,2000,Nash Ie,TN 31219 LADBS:RR-25783,Florida:FL15228 This design Is valid until 9/10/2022 LP SolidStart Design Version 4.0.171(Build 20.51.171)Powered by istructru Client: Telese Builders Date: 2/17/2021 Page 3 of 3 § s BUILDING project: Input by: Claudia Martin SOLUTION S Address: St.Lucie,FL Job Name: Sztankovits Residence Project#: J41052 LVL1 LP-LVL 290OFb-2.OE 1.750" X 23.875" 3-Ply - PASSED Level:Level 1111 7/8" 1 SPF 2 Adj.Steel Post 267 '45 1/4" 26-3" Multi-Ply Analysis FasIten all plies using 3 rows of 12d Box nails(.1280.25")at 12"o.c..Nail from both sides.Maximum end distance not to exceed 6"Clinch Nails where possible. Capacity 0.0% Load 0.0 PLF geld Limit per Foot 278.2 PLF leld Limit per Fastener 92.7 lb. teltl Mode IV Edge Distance 1 1/2" Mini End Distance 3" Load Combination Duration Factor 1.00 Notes Manufacturer Info East Coast Truss,FL This component analysis is based on the loads, Louisiana-Pacific Corp geometry and other conditions as entered by the user end listed in this report.The user is responsible to 414 Union Street,Suite 2000 ensure the accuracy of the input and the applicability,to Nashville,TN 37219 the actual conditions of the structure for which this (888)820-0325 component is intended This analysis is valid any for the yroduct listed. www.lpoorp.com Copyright 2020 All rights reserved by Louisiana Pacific APA:PR-1-280,ICC-ES:ESR-2403, Corp.414 Union St Suite 2000,Nashville,TN 37219 LADBS:RR-25783,Florida:FL15228 This design is valid until 9/10/2022 LP SolidStart Design Version 4.0.171(Build 20.51.171)Powered by iStruct- Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek RE: J40997-Sztankovits Res MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Telese Builders Project Name: Sxtankovits Res Model: Tampa, FL 33610-4115 Lot/Block: Subdivision: Address: 8024 Spendthrift Lane City: PSL State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2020/TP12014 Design Program: MiTek 20/20 8.4 j Wind Code: N/A Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This.package includes 129 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# Truss Name Date 1 T22883076 A01 G 2/17/21 15 T22883090 A15 2/17/21 2 T22883077 A02 2/17/21 16 T22883091 A16 2/17/21 3 T22883078 A03 2/17/21 17 T22883092 A17G 2117/21 4 T22883079 A04 2/17/21 18 T22883093 B01 G 2/17/21 5 T22883080 A05 2/17/21 19 T22883094 B02 2/17/21 6 T22883081 A06 2/17/21 20 T22883095 B03 2/17/21 7 T22883082 A07 2/17/21 21 T22883096 B04 2/17/21 8 T22883083 A08 2/17/21 22 T22883097 B05 2/17/21 9 T22883084 A09 2/17/21 23 T22883098 B06 2/17/21 10 T22883085 A10 2/17/21 24 T22883099 B07G 2/17/21 11 T22883086 All 2/17/21 25 T22883100 B08 2/17/21 12 T22883087 Al2 2/17/21 26 T22883101 B09 2/17/21 13 T22883088 A13G 2/17/21 27 T22883102 B10 2/17/21 14 T22883089 A14 2/17/21 28 T22883103 Bll 2/17/21 This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies /J /✓�'n A/�'�,� cr f o. � r � {Gw.���® /� � a�'��/; J'^Yv�r� q!�' �� The truss drawing(s)referenced above have been prepared by ��� '(ER P MiTek USA,Inc.under my direct supervision based on the parameters �%%%�P\''C E NS••'.4/ provided by East Coast Truss. :� • �'\ F '• �: Truss Design Engineer's Name: Finn, Walter No 22839 ••:* My license renewal date for the state of Florida is February 28,2023. = yt IMPORTANT NOTE:The seal on these truss component designs is a certification STATE OF JJ that the engineer named is licensed in the jurisdiction(s)identified and that the ��;<� .A, p. designs comply with ANSI/TPI 1. These designs are based upon parameters ���� '•. O R O• �N,�� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �ijSS'/• •"'•�� �� given to MiTek or TRENC TRENCO's customers file or eferen cerpurpo a only,ject specific�nformation and was not taken into included isfact in the i�I�1�N Al IIIIII` preparation of these designs. MiTek or TRENCO has not independently verified the Walter P.Finn PE No.22839 applicability of the design parameters or the designs for any particular building. Before use, MiTek USA,Inc.FL Cert 6634 the building designer should verify applicability of design parameters and properly 6904 Parke East Blvd.Tampa FL 33610 incorporate these designs into the overall building design perANSI/TPI 1,Chapter 2. Date: February 17,2021 Z�� liizl P&QFinn,Walter 1 of 2 era M--L � . S NEI MiTek � MiTek USA, Inc. RE: J40997 -Sztankovits Res 6904 Parke East Blvd. Tampa, FL 336 1 0-4 1 1 5 Site Information: Customer Info: Telese Builders Project Name: Sxtankovits Res Model: Lot/Block: Subdivision: Address: 8024 Spendthrift Lane City: PSL State: FL No. Seal# Truss Name Date No. Seal# Truss Name Date 29 T22883104 B12 2/17/21 86 T22883161 MG01 2/17/21 30 T22883105 B13 2/17/21 87 T22883162 MG02 2/17/21 31 T22883106 B14 2/17/21 88 T22883163 MV2 2/17/21 32 T22883107 B15 2/17/21 89 T22883164 MV3 2/17/21 33 T22883108 B16 2/17/21 90 T22883165 MV4 2/17/21 34 T22883109 B17 2/17/21 91 T22883166 MWA 2/17/21 35 T22883110 B18 2/17/21 92 T22883167 MV4B 2/17/21 36 T22883111 B19 2/17/21 93 T22883168 MV5 2/17/21 37 T22883112 B20 2/17/21 94 T22883169 MV31 2/17/21 38 T22883113 B21 2/17/21 95 T22883170 MV51 2/17/21 39 T22883114 B22 2/17/21 96 T22883171 MV71 2/17/21 40 T22883115 C01GE 2/17/21 97 T22883172 V4 2/17/21 41 T22883116 CO2 2/17/21 98 T22883173 ZCJ1 2/17/21 42 T22883117 CO3 2/17/21 99 T22883174 ZCJ3 2/17/21 43 T22883118 C04 2/17/21 100 T22883175 ZCJ3A 2/17/21 44 T22883119 C05 2/17/21 101 T22883176 ZCJ3B 2/17/21 45 T22883120 C06 2/17/21 102 T22883177 ZCJ3C 2/17/21 46 T22883121 C07 2/17/21 103 T22883178 ZCJ5 2/17/21 47 T22883122 C08 2/17/21 104 T22883179 ZCJ5A 2/17/21 48 T22883123 C09 2/17/21 105 T22883180 ZCJ5B 2/17/21 49 T22883124 C10 2/17/21 106 T22883181 ZCJ5C 2/17/21 50 T22883125 C11 2/17/21 107 T22883182 ZCJ7 2/17/21 51 T22883126 C12 2/17/21 108 T22883183 ZCJ7A 2/17/21 52 T22883127 C13 2/17/21 109 T22883184 ZCJ7B 2/17/21 53 T22883128 C14 2/17/21 110 T22883185 ZCJ7C 2/17/21 54 T22883129 C15 2/17/21 111 T22883186 ZEJ5 2/17/21 55 T22883130 D01 G 2/17/21 112 T22883187 ZEJ7 2/17/21 56 T22883131 D02 2/17/21 113 T22883188 ZEJ9 2/17/21 57 T22883132 D03 2/17/21 114 T22883189 ZEJ9A 2/17/21 58 T22883133 D04 2/17/21 115 T22883190 ZEJ9B 2/17/21 59 T22883134 D05 2/17/21 116 T22883191 ZEJ37 2/17/21 60 T22883135 D06G 2/17/21 117 T22883192 ZEJ41 2/17/21 61 T22883136 D07 2/17/21 118 T22883193 ZEJ45 2/17/21 62 T22883137 E01 G 2/17/21 119 T22883194 ZEJ46 2/17/21 63 T22883138 E02 2/17/21 120 T22883195 ZHJ4 2/17/21 64 T22883139 E03 2/17/21 121 T22883196 ZHJ5 2/17/21 65 T22883140 E04 2/17/21 122 T22883197 ZHJ7 2117/21 66 T22883141 E05 2/17/21 123 T22883198 ZHJ7A 2/17/21 67 T22883142 E06 2117/21 124 T22883199 ZHJ7B 2/17/21 68 T22883143 E07 2/17/21 125 T22883200 ZHJ9 2/17/21 69 T22883144 E08 2/17/21 126 T22883201 ZHJ9A 2/17/21 70 T22883145 E09 2/17/21 127 T22883202 ZHJ37 2/17/21 71 T22883146 E10 2/17/21 128 T22883203 ZHJ41 2/17/21 72 T22883147 E11 2/17/21 129 T22883204 ZHJ46 2/17/21 73 T22883148 E12 2/17/21 74 T22883149 E13 2/17/21 75 T22883150 E14 2/17/21 76 T22883151 E15 2/17/21 77 T22883152 E16 2/17/21 78 T22883153 F01 G 2/17/21 79 T22883154 F02 2/17/21 80 T22883155 F03 2/17/21 81 T22883156 FG01 2/17/21 82 T22883157 FG03 2/17/21 83 T22883158 G01 G 2/17/21 84 T22883159 G02 2/17/21 85 T22883160 H01 G 2/17/21 2 of 2 3 MAY 7, 2019 LATERAL TOE-NAIL DETAIL MII-TOENAIL_SP 00 ® MiTek USA,Inc. Page 1 of 1 1.TNOBE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER ANOD MUST H VELFULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. 2.THE END DISTANCE,EDGE DISTANCE,AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. YMMM A MlTek Affiliate THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW OE-NAIL SINGLE SHEAR VALUES PER NDS 2018(lb/nail) DIAM. SP DF HF SPF SPF-S VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY C7 .131 88.0 80.6 69.9 68.4 59.7 p .135 93.5 85.6 74.2 72.6 63.4 J in .162 108.8 99.6 86.4 84.5 73.8 SIDE VIEW (2x3) 2 NAILS z .128 74.2 67.9 58.9 57.6 50.3 0 .131 75.9 69.5 60.3 59.0 51.1 NEAR SIDE N .148 81.4 74.5 64.6 63.2 52.5 NEAR SIDE of VALUES SHOWN ARE CAPACITY PER TOE-NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: SIDE VIEW SIDE VIEW (3)-16d(0.162"X 3.5")NAILS WITH SPF SPECIES BOTTOM CHORD 32x4) 4 NAILS For load duration increase of 1.15: NEAR SIDE NEARSIDE 3(nails)X 84.5(lb/nail)X 1.15(DOL)=291.5 lb Maximum Capacity NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE i i ANGLE MAY ANGLE MAY VARY FROM ANGLE MAY VARY FROM 30°TO 60° VARY FROM 30°TO 600 45.001 30°TO 600 45.00° 45.00° N°O�71t12� fit. :ice %ps: FTATE OF.$fie+^ •�'Ss�ONni.ti�.•`. w.. Job Truss Truss Type Qty Ply $ztankovits Res T22863076 40997 A01G Roof Special Girder 1 l 1 n L Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30'2020 MiTek Industries,Inc. Wed Feb 17 10:23:56 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3a07-BM7RkDJkR41VITigTzjWCUSn?dhBNhiQXLLYxVzkG9X 9-10-13 14-9-6 19-9-10 23-3-0 27-0.12 30.10-8 35-1-0 39-7-0 5-0-5 4-10-9 4-10.9 5-0-5 3-5-6 3-9-12 3-9-12 4-2-8 4-6 0 Scale=1:68.2 5x8= 2x4 II 4xB= 4x6= 2x4 II 6x8= 4.00 112 1 2 243 4 5 25 6 2x4 11 7 5x6 SUH24 B 5x12= 2x4 11 5x8= 9 10 11 d r 27 28 29 00 23 30 31 22 32 33 21 34 20 19 35 36 18 37 17 38 16 15 9 40 41 14 42 43 13 44 45 12 3x4 II SUH24 Bx8= SUH24 3x8 II SUH24 5x8= SUH24 2x4 11 SUH24 Bx12= 5x8=7x6= SUH24 2x4 11 SUH24 5x8= SUH24 3x8 II SUH24 SUH24 SUH24 7xB SUH24 SUH24 SUH24 SUH24 SUH24 SUH24 SUH24 SUH24 SUPPLEMENTARY BEARING PLATES,SPECIAL ANCHORAGE,OR OTHER MEANS TO ALLOW FOR THE MINIMUM REQUIRED SUPPORT WIDTH(SUCH AS COLUMN CAPS,BEARING BLOCKS,ETC.) ARE THE RESPONSIBILITY OF THE TRUSS MANUFACTURER OR THE BUILDING DESIGNER. 5-0-5 9 10.13 14-9-6 19-9-10 23-3-0 27-0-12 30-10-8 35-1-0 7-7-05 0-5 4 10.9 4-10.9 5 0.5 3-5 6 3 9-12 3-9-12 4-2-8 4-6-0 Plate Offsets(X Y)— [4:0-3-0,Edge] [6:0.5-12 0-2-12] [15:0-3-0 0-4-8] [19:0-2-0 0-4-8] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.06 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.13 19-21 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Harz(CT) 0.02 12 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-MS Weight:682 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-3 oc purlins, BOT dHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 1-23,11-12,7-17:2x8 SP No.3,6-17,8-17:2x6 SP No.3 WEBS 1 Row at midpt 6-17 REACTIONS. (size) 23=0-8-0,12=0-7-0,17=0-3-8 (req.0-7-0) Max Horz 23=-291(LC 4) Max Uplift 23=-848(LC 4),12=1557(LC 6),17=2568(LC 8) Max Grav 23=4167(LC 1),12=4958(LC 1),17=11885(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-23=3505/727,1-2=-2439/575,2-3=2439/575,3-5=-2313/508,5-6=2313/508, 6-7=848/4088,7-8=-899/4106,8-9=218/860,9-10=-3720/1000,10-11=-3720/1000, 11-12=-4333/1463 BOT CHORD 22-23=-172/256,21-22=-522/3180,19-21=-522/3180,18-19=-401/330,1 7-1 8=-43 313 3 5, 15-17=-782/279,14-15=-697/2743,13-14=-711/2821 WEBS 1-22=-829/4101,2-22=-340/137,3-22=1253/262,3-21=332/1855,3-19=1466/333, 5-19=3701130,6-19=949/4502,6-18=256/1461,6-17=7424/1541,7-17=298/114, 8-17=-4576/1077,8-15=-945/4193,9-15=-4461/1144,9-14=-274/1590,9-13=-340/1098, 10-13=-14861578,11-13=-1100/4284 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 Co. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 Co.Webs connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 oc,2x8-2 rows staggered at 0-9-0 oc. This Item has been 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 electronically signed and ply connections have been provided to distribute only loads noted as(F)or(8),unless otherwise indicated. Sealed by Finn,Walter, PE 3)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=6ft; using a Digital Signature. Cati 11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.66 plate grip DOL=1.60 pies of this 4)BuildingPrinted co Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific document are not considered to the use of this truss component. signed and sealed and the 5)Provide adequate drainage to prevent water ponding. Signature must be verified 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. On any e12CtrOnIC COpIBS. 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. Welter P.Finn PE No.22839 8)WARNING:Required bearing size at joint(s)17 greater than input bearing size. MIT&USA,Ind:FL Cart'6634 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) .6904Parks East Blvd.Tampa FL33610 23=848,12=1557,17=2568. Date: Continued on page 2 February 17,2021 1®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. ■■ Design valid for use only wkh MiTeke connectors.This design Is based only upon parameters shown,and is for an Individual building component,not '- a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVIiT®k� Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883076 r0997 A01 G Roof Special Girder 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MITek Industries,Inc. Wed Feb 1710:23:56 2021 Page 2 ID:7bBeR090C 1 HXoRKgzpo36wy3o07-B M7RkDJkR41VITigTzj WCUSn7dhBNhiQXLLYxVzkG9X NOTES- 10) Use USP SUH24 nth 4-16d nails into Girder&2-10d x 1-1/2 nails into Truss)or equivalent spaced at 2-2-0 cc max.starting at 1-8-12 from the left end to 37-8-12 to connect truss(es)to front face of bottom chord. 11) Use USP SUH24 nth 4-10d nails Into Girder&2-10d x 1-1/2 nails into Truss)or equivalent at 39-3-6 from the left end to connect truss(es)to front face of top chord. 12) Fill all nail holes where hanger is in contact with lumber. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)487 lb down and 299 lb up at 31-7-4,487 lb down and 296 lb up at 334-4,and 487 lb down and 296 lb up at 35-7-4,and 487 lb down and 296 lb up at 37-7-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-6=70,6-9=70,9-11=70,12-23=-20 Concentrated Loads(lb) Vert:20=-742(F)21=742(F)18=-742(F)11=-1437(F=206)26=487 27=487 28=-487 29=-487 30=-742(F)31=-742(F)32=-742(F)33=742(F)34=742(F) 35=-742(F)36=742(F)37=742(F)38=-742(F)39=-742(F)40=742(F)41=-742(F)42=-742(F)43=742(F)44=-742(F)45=-759(F) I I I i Al WARNING-Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use onlywith MITek®connectors.This design is based any upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing M�'I'ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883077 r40997 A02 Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:23:58 2021 Page 1 ID:?b6eR090C1HXoRKgzpo36wy3oO7.81FB9vL?zhYD?nsDaOm HvX5hQKLrZkj?fgf?NzkG9V 0 10• 84}0 12-2-0 17-10.0 23-1.0 4.10-0 31-3-0 37-e-0 e-11- 42-2-6 0.10- 5-&0 5-&0 5-b-0 5-3-0 1.9-0 - 6-5-0 Scale=1:75.6 4.00 112 5xe= 2x4 II 4xe= 4x8= 7x6= 1 2 3 4 31 5 2x4 II NAILED Special 6 5x5= 4x12= 48= 5x5= 7 8 NAILED NAILED 10 4x8 11 32 35 .} 12 [ I d 13 NV/N' Id N d 19 18 36 17 37 38 18 15 3x8= 27 26 25 24 23 22 21 4x8= 8x6= 46= 3x4 11 2x4 11 5x8= 2x4 II 46= 6x8= 2x4 11 NAILED NAILED NAILED 5x8= 7x12= Spacial 34 II 24-10-0 39-6-0 6S-0 12-2-0 17-10-0 22-1-0 23-1-0 31-3-0 _ 37-&0 3&11-9 42.2-e r BE-0 5�-0 5�-0 4.3-0 -0-0 1-9-0 6S-0 —6S0 13e 2S8 0-9-8 Plate Offsets(X Y)— [5:0-3-0 0-2-11] [9:0-3-0 Edge] [10:0-2-8 0-2-11] [14:0-2-0 0-3-01 [19:0-3-8 0-2-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.38 21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.75 21 >627 180 BCLLI 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.11 13 n/a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-MS Weight:289 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 2-4-15 cc purlins, 1-3,3-5:2x6 SP No.2,7-9:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2*Except` BOT CHORD Rigid ceiling directly applied or 5-2-1 cc bracing. Except: 6-22,10-16:2x4 SP No.3,17-20:2x4 SP No.1 6-0-0 cc bracing:14-16 WEBS 2x4 SP No.3*Except* 10-0-0 cc bracing:20-22 20-23,14-18:2x4 SP No.2,1-27,11-13:2x6 SP No.3 WEBS 1 Row at midpt 4-26,8-14 REACTIONS. (size) 27=0-8-0,13=0-8-0 Max Horz 27=-242(LC 6) Max Uplift 27=-369(LC 8),13=813(LC 8) Max Grav 27=1672(LC 1).13=1878(LC 38) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1506/430,2-4=-1506/430,4-5=-2623/743,5-6=-4518/1274,6-7=-4534/1235, 7-8=-5436/1545,8-10=-1233/695,10-1 1=-1 337/690,11-12=-81/267,1-27=-1612/393 BOT CHORD 25-26=-503/2305,23-25=-503/2305,19-20=-1495/5453,18-19=-1389/3867,( 16-18=-150/322,10-14=-166/633 WEBS 1-26=-461/2048,2-26=-446/165,4-26=1199/305,4-23=151/512,5-23=-838/285, 20-23=-575/2439,5-20=-747/2543,7-20=-1630/545,7-19=-806/227,8-19=487/2380, 8-18=-430/179,8-14=-2737/774,11-13=16761751,14-1 8=-1 253/3586,11-14=-817/1738 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber This item has been D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to�the use of this truss component. sealed by Finn,Walter, PE 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. in a Digital Signature. Printed 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 Pred copies of this will fit between the bottom chord and any other members. document are not considered 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) signed and sealed and the 27=369,13=813. signature must be verified 8)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. on any electronic Copies. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)215 lb down and 559 lb up at 37-8-0 on top chord,and 30 lb down and 79 lb up at 37-9-12 on bottom chord. The design/selection of such connection device(s)is Walter P.Finn PE No.22639 the responsibility of others. MiTek USA,Inc:FL Cert6634 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6904 Parka Eeat Blvd.Tampa FL33616 Date: d&AI L,"81e(te�andard February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web end/or chord members only.Additional temporary and permanent bracing WOW T ll OW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSH7P/1 Quality Criteria,DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suae=Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qly Ply Sztankovits Res T22883077 f40997 A02 Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:23:56 2021 Page 2 ID:7bBeR090C1 HXoRKgzpo36wy3o07-BIFB9vL7zhYD7nsDa0m_HvX5hQKLrZkj7fgf7NzkG9V LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-5=70,5-7=70,7-10=70,10-12=-70,22-27=20,21-22=20,16-20=-20,15-16=20,14-28=-20 Concentrated Loads(lb) Vert:9=123(F)10=276(F)16=47(F)34=123(F)$5=123(F)36=47(F)37=47(F)38=47(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5f1912020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters end properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only.AddKlonal temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883078 J40997 A03 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:24:00 2021 Page 1 ID:?bBeRO90C1HXoRKgzpo36wy3o07-47MyabMFUloxE57cipoSMKcPfEONJVNOSzJm4GzkG9T 2-10.0 9-4-0 15.10.0 22.10-035-8.0_ 37-11-8 a2-z-9 2-1a0 6-6-0 6.6.0 7-a0 a5-0 a5-0 ' 2-3-8 ' 4.3.0 ' Scale=1:76.3 4.00 12 5xe= 2x4 II 5x10= 5x6 2 3 29 304 1 5x5= 3x10= 5x5= 4x6 5 6 2x4 11 8 3 9 m d r 10 ]� ;, lc� 17 16 15 14 13 34= 25 24 33 23 34 22 21 20 19 2x4 11 48 M18SHS= 2x4 11 2x4 11 5x5= 5x8= 4x6=46= 44 11 8x8= 5x8= 7x12 = 2x4 II 39-8-0 2-10-0 94-0 15.10-0 23-1-0 2&&0 29-3-0 , 35-8-0 37-11-8 3611-8 1 42-2-8 2-10-0 6-6-0 6E-0 730 23-8 h-0-0' 2b-e ' 0-8.8 Plate!Offsets(X Y)— [2:0-5-12 0-2-8] [4:0-5-8 0-2-0] [5:0-2-8 Edge] [12:0-2-8 0-2-12] [20:0-2-0 0-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefl Lid PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.40 17-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.83 17-18 >567 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.12 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:281 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 4-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2'Except* 1 Row at midpt 5-18 5-20,8-14:2x4 SP No.3,16-18:2x4 SP No.1 10-0-0 oc bracing:18-20,12-14 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 2-24,4-23,6-15 18-21,4-18,12-15:2x4 SP No.2,1-25,9-11:2x6 SP No.3 REACTIONS. (size) 25=0-8-0,11=0-8-0 Max Horz 25=-256(LC 6) Max Uplift 25=-315(LC B),11=354(LC B) Max Grav 25=1952(LC 14),11=2240(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-880/229,2-3=2079/441,3-4=2079/441,4-5=-5 7 5 911 0 1 8,5-6=-5548/932, 6-7=1955/358,7-8=1554/267,8-9=-15821256,1-25=-1929/329 BOT CHORD 23-24=-58/829,21-23=384/2760,20-21=33/379,5-18=2223/477,17-18=667/4327, 15-17=-667/4327 WEBS 2-24=-1426/258,2-23=-315/1954,3-23=-504/173,4-23=1034/154,18-21=-357/2407, 4-18=581/3404,6-18=-209/1353,6-17=0/290,6-15=-2717/442,7-15=-59/662, 12-15=-270/1967,7-1 2=-6 9 111 2 8,1-24=-251/1810,9-11=2031/342,9-12=294/2023 NOTES- 1)U(lbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber This item has been DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck electronically signed and to'the use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. Signature. 5)All plates are MT20 plates unless otherwise indicated. using a Digital Printed Copies Si Si this 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 document are not considered will fit between the bottom chord and any other members,with BCDL=1 D.Opsf. signed and sealed and the 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) signature must be verified 25=315,11=354. on any electronic copies. 9)This truss design requires that a minimum of 7116"structural woad sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Walter P.Finn PE No.22879 11111Tek USA,Inc.FL'Cert 0634 6904 Parke East Blvd.Tampa FL 33810 Date: February 17,2021 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �■- Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not (`Q a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall WOW building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ryl OW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply Sztankovils Res T22883079 J40997 A04 Roof Special 1 1 Job Reference 0 Lionel Feb 17 10:24:01 2021 Page 1 East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed ID:7bBeR090C1HXoRKgzpo36wy3o07-YKwKnxNtFcwosFaoFWJhVX9bAeLt2xF9hd3JcizkG9S 1.7.0 4.10-0 9-4.0 13-10-0 20-10.0 2'`3 3&8-0 37-11.8 42-2-8 1-7.0 3.3-0 4i 4-6-0 7-0.0 6.5-0 6.5-0 4.3-8 43-0 Scale=1:76.3 4.00 F12 5x5= 3x4 5x6= = 2 3 30 4 Ax6 1 6x8= 5x8= 5 6 31 8 4x6 9 10 j 11 d 0 5 w 21 32 33 20 19 18 17 16 15 14 13 3x6= 26 24 23 A 10= 48 M18SHS= 4x10= 4x6= 5x8= 3x6= 4x8= 4x8 M18SHS= 39-6-0 1.7-0 1 -0-0 210 1-10 20-10 MO 37-11 31 222S-0 E--89 6 4-3-8 -0 2 -7-0 -0'o 9-0-0 70 0-8.8 Plate Offsets(X Y)— [5:0-54 0-3-0] [7:0-5-12 0-2-81 [12:0-2-4 0-2-81 LOADI I NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.29 16-18 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.60 16-18 >780 180 M18SHS 244/190 BCLL 0.0 Rep Stress incr YES WB 0.84 Horz(CT) 0.14 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:267 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1'Except' BOT CHORD Rigid ceiling directly applied. Except: 23-26,10-12:2x4 SP No.2,22-24,8-14:2x4 SP No.3 10-0-0 oc bracing:12-14 WEBSI 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-21.5-20 12-15:2x4 SP No.2,1-26,9-11:2x6 SP II I REACITIONS. (size) 26=0-8-0,11=0-8-0 Max Horz 26=-271(LC 6) Max Uplift 26=-309(LC 8).11=357(LC 8) Max Grav 26=1964(LC 16).11=2227(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1466/309,2-3=-1357/311,3-4=2731/546,4-5=-2923/544,5-6=-3986/721, i 6-7=-3986/721,7-8=-1601/309,8-9=1572/263,25-26=1943/322,1-25=-1864/333 I CHORD 20-21=275/2137,18-20=-727/4636,16-18=-726/4643,15-16=-333/2278 WEBS 1-21=251/1837,3-21=1442/269,3-20=148/1140,4-20=20/554,5-20=-2254/425, 5-18=0/253,5-16=806/128,6-16=476/163,7-16=-337/1992,7-15=-344/118, i 12-15=-316/2135,7-12=-1046/159.9-11=1 982/338,9-12=-310/2035 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)But Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been toithe use of this truss component. 4)Provide adequate drainage to prevent water ponding. electronically signed and 5)All plates are MT20 plates unless otherwise indicated. sealed by Finn,Walter, PE 6)All plates are 2x4 MT20 unless otherwise indicated. using a Digital Signature. 7)T6is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies of this 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide document are not considered will fd between the bottom chord and any other members,with BCDL=10.Opsf. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) signed and sealed and the 26=309,11=357. signature must be verified 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum on any electronic copies. sheetrock be applied directly to the bottom chord. Walter P-Finn PE No.22838 IVIII USA,Ind.FL'Cirt 0634 6904 Parke East Blvd.Tampa FL 33810 Date; I February 17,2021 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.51192020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 �_140997 ob ,' Truss Truss Type Qty Ply Sztankovits Res T22883080 A05 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:02 2021 Page 1 ID:7b8eRO90C 1 HXoRKgzpo36wy3oO7-OWUi7GOVOw2fT09_pEgwRIhmD1 iCnOZlvHos89zkG9R 1-7.0 6.10.0 11.10-0 18-10-0. 25-3-0 31-6-0 __ 37-11-6 42-2.8 1-7-o s 0- —� 7-o-0 s•so 6-:0 s-3-e a-so Scale=1:76.3 1 4.00 12 5x8= 5x8= 2 3 I4xB 6x6= 3x8= 5x6= 1 4 5 4x6 �29 <30 Q 3x4 II 7 h 8 05 9 (6 4 1 10 IN 20 19 18 17 18 15 14 13 12 34= 25 23 22 44= 48= 5x6 WB= 3x4= 2x4 11 46= 5x8 3x4 II 2x4 I I 5x8= 2x4 11 2x4 11 2x4 11 3x6= 39-8-0 1-7:2 7 610-0 11-10-0 18-10-0 253-0 31-aA 37-11-8 3S11-B 42-2-8 SO-0 7-0-0 6S0 65-0 63-a -0-0 2E8 0-8.8 Plate Offsets(X,Y)— 12:0-5-4 0-2-8),[11:0-2-8,0-2-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.21 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.87 Vert(CT) -0.48 17-19 >969 180 BCLL 0.0 Rep Stress Incr YES M 0.83 Hcrz(CT) 0.14 10 n/a n/a BCDL 10.0 Code FBC2020rfP12014 Matrix-AS Weight:273lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 21-23,7-13:2x4 SP No.3 10-0-0 oc bracing:11-13 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 4-19,5-14,6-11 11-14:2x4 SP No.2,1-25,8-10:2x6 SP No.3 OTHERS 2x4 SP No.3 i REACTIONS. (size) 25=0-8-0,10=0-8-0 Max Horz 25=-287(LC 6) Max Uplift 25=-309(LC 8),10=357(LC 8) Max Grav 25=1773(LC 1),10=2051(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1564/368,2-3=-2042/488,3-4=2225/484,4-5=-3654/733,5-6=-2334/495, 6-7=-15101361,7-8=-1402/272,24-25=1714/329,1-24=1670/349 BOT CHORD 21-24=0/254,20-21=96/268,19-20=159/1394,17-19=608/3656,16-17=560/3376, 14-16=-560/3376,13-14=-19/265,7-11=-325/141 WEBS 1-20=-261/1644,2-20=-863/192,2-19=206/1189,3-19=1/345,4-19=-1941/399, 5-17=57/348,5-14=1314/243,6-14=40/624,11-14=-351/2062,6-11=-1 093/147, 8-1 0=-1 788/329,B-1 1=-335/1901 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. using a Digital Signature. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies Of this 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 p will fit between the bottom chord and any other members. document are not considered 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) signed and sealed and the 25 309,10=357. signature must be verified 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum on any electronic copies. sheetrock be applied directly to the bottom chord. Welter P.Finn PE No.22839 MITek USA,Im FL Cert8834 6904Parks East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I a, Job Truss Truss Type Qty Ply Sztankovits Res T22883081 J40997 A06 Roof Special 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:03 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3o07-Ui24CcP7nDAV5YkANxL9yEwBRlaWrdSBxYQhbzkG9Q 1-7-0 -7• 8.10.0 10- 16.10.0 23-3-0 29.8-0 34 s-12 37-11-8 39.8-0 1-7-0 -0- 6.3.0 -0. 7-0.0 6•S0 6-SO 47-12 3.7-12 Scale=1:81.1 4 00 12 5x8 M18SHS= 5x5= 2 3 26 5x12= 2x4 II 5x8= 5xB 4 5 1 3x4 27 7 2x4 II 4x6: n 8 9 Iv 4 1 10 [N 2019 17 16 14 13 25 23 22 Bx6= 4X6 2x4 II 3x8= 15 5x12= 4x6 1112 2x4 II 3x4= 4x6= 3x4 II 2x4 11 2x4 11 3x8= 39-8-0 i 1-7-0 2-7-0 B-111-0 9-10.0 18-10-0 23-3-0 29-B-0 37-11-8 38-11-8 1a o 1-0 tl sa o h-0-tl 7-0 0 sso s s-0 ea a 0-8-8 Plate Offsets(X,Y)- [2:0-5-0 0-2-81 [6:0-5-4 0-2-8] [13:0-3-0 0-0-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC' 0.90 Vert(LL) -0.22 17-19 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.53 17-19 >889 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.85 Horz(CT) 0.11 10 n/a nla BCDL 10.0 Code FBC2020lrP12014 Matrix-AS Weight:277 lb FT=20% LUMBER- BRACING- TOP C I ORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2`Except' 10-0-0 oc bracing:11-13 j 21-23,8-13:2x4 SP No.3,18-24,12-15:2x4 SP No.1 WEBS 1 Row at midpt 4-19,4-16 WEBS' 2x4 SP No.3*Except* 11-14:2x4 SP No.2,1-25,9-10:2x6 SP No.3 REACTIONS. (size) 25=0-8-0,10=0-8-0 Max Horz 25=-300(LC 6) i Max Uplift 25=-311(LC 8),10=310(LC 8) Max Grav 25=1787(LC 1),10=1788(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1834/414,2-3=-1647/430,3-4=-1 8061420,4-5=-3171/663,5-6=-3171/663, 6-7=-2620/531,7-8=-1655/343.8-9=16941315,24-25=1745/340,1-24=-1703/364, 9-10=-1612/290 BOT CHORD 21-24=67/312,20-21=-159/309,19-20=-193/1647,17-19=-515/3199,16-17=514/3204, 14-16=-375/2445,13-14=21/399 WEBS! 1-20=-278/1796,3-19=-105/616,4-19=1959/406,4-1 7=013 0 9,5-16=-472/162, 6-16=-178/948,11-14=-391/1988,7-11=-1 057/209,9-11=-302/1773 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat:11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip COL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. using a Digital Signature. 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. Printed Copies of this 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 document are not considered willlft between the bottom chord and any other members. Signed and Sealed and the 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) signature must be verified zhis truss on any electronic copies. 310. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Walter P.Finn PE No.22636 MITek USA,Inc.FL Ceii6634 6004 Parke East Blvd.Tampa FL 33610 Dater February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20501 Tampa,FL 36610 I Job Truss Truss Type Qty Ply Sztankovita Res T22883082 J40997 A07 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:05 2021 Page 1 ID:7b8eRO9DC1 HXoRKgzpo36wy3oO7-Q5ArdlQOJrQDKsuZUMOd3NJGIFkm_nflcF1 WIUzkG90 1-7-0 9-4-0 14-11-a 21.4-8 27.9-8 33.4-8 37-11-8 39.8-0 1-7.0 7-9-0 5-7-9 0 4.7-0 1-8.8 Scale=1:80.0 I 4.00 12 5x6= 2 5x12 = 2x4 II 5x8= 3 4 5x10 3x8 1 25 6 2x4 11 7 46 8 rp I� 3 0 9 [N 19 1817 26 16 15 27 14 13 12 11 24 22 21 4x10= 4x6= 4x8= 4x6_ 3x4= 5x5= 3x4 II 2x4 11 2x4 11 3x4 11 3x4 11 3x4= 4x6= 39-M 1-7-0 -7-0 9-4-0 14-11-0 214-8 27-9A 33-0-0 37-11-8 3 11 6-5-0 6-5-0 5-7-0 4-7-0 -0-0 0-0-0 Plate Offsets(X Y)— [5.0-5-4 0-2-8) [10.0-3-12 0-2-8) [20.0-ae G-1-81 LOADING (psf) SPACING- 2-0-0 CS I. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.21 16-17 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.42 16-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.15 9 n/a n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-AS Weight:273 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2*Except* 10-0-0 oc bracing:10-12 20-22,7-12:2x4 SP No.3 WEBS 1 Row at midpt 3-19,1-24 WEBS 2x4 SP No.3*Except* 10-13:2x4 SP No.2,1-24,8-9:2x6 SP No.3 REACTIONS. (size) 24=0-8-0,9=0-8-0 Max Horz 24=-304(LC 6) Max Uplift 24=-311(LC 8),9=31 O(LC 8) Max Grav 24=1970(LC 15),9=2018(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1981/413,2-3=-1964/426,34=3225/629,4-5=-3225/629,5-6=2939/548, 6-7=-1959/365,7-8=-1944/320,23-24=18601338.1-23=-1731/360,8-9=-1845/293 BOT CHORD 22-24=253/9,20-23=0/523,19-20=130/347,17-19=-420/3026,16-17=-419/3031, j 14-16=367/2684,13-14=365/2473,12-13=-33/257 WEBS 1-19=-258/1890,2-19=-77/799,3-19=-1851/345,3-16=48/313,4-16=-489/168, i 5-16=-120/752,6-14=-31/355,6-13=371/120,10-13=-340/2272,6-10=-842/127, 1 8-10=-311/2034 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber This item has been D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck electronically signed and tolthe use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. using a Digital Signature. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 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 document are not considered will fit between the bottom chord and any other members,with BCDL=10.0psf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=ib) signed and sealed and the 24=311,9=310. signature must be verified 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum on any electronic copies. sheetrock be applied directly to the bottom chord. Walter P.Finn PE No.22838 h117'ek USA,Inc.FL Cart 6034 8904 Parka East Blvd.Tampa FL 33810 I Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Nit MOWbullding design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Idl OW I s always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITP11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. J Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job • Truss Truss Type City Ply Sztankovits Res T22883083 J40997 i A08 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:06 2021 Page 1 ID:7bBeRO90C 1 HXoRKgzpo36wy3o07-vHkDgeRO48Y4yOTl23vscbsRzf4bjG3ugvm4HwzkG9N 1-7-0 9.4-0 16.11-8 23.4-8 29.9-8 32-5.8 34-2.0 1-7.0 7.9-0 7-7-8 6-5-0 6.5.0 Scale=1:75.2 Bx6= 4.00 12 2 5x12 = 10 11 48= 4x6 zzz 4x10 3 4 2x4 11 1 8 23 7 1 8 x N 17 15 14 13 12 11 10 � 18 22 PO 19 48= 4xB— 1x4 11 3x6— 4x8= 3x4= 2x4 1120 II 2x4 11 — 30 11 30 11 34= 34-2-0 1-7-0 2-7-0, 9-0-0 16-11-8 23-0-8 i _ 29-M 32-5-8 33-5-6 1-711 -0-0 65-0 7-7-a 6S-0 6S-0 ' 2A-0 'i-0-0' ' 0-0-9 Plate Offsets(X Y)— [5.0-5-4 0-1-121 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) -0.12 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0,84 Vert(CT) -0.26 17-18 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.61 Horz(CT) 0.09 8 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:244 lb FT=20% LUMBER- BRACING- TOP C,HORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOTCHORD 2x4 SP No.2`Except* 10-0-0 oc bracing:9-11 18-20,6-11:2x4 SP No.3 WEBS 1 Row at midpt 3-17.3-13 WEBS 2x4 SP No.3*Except* 9-12:2x4 SP No.2,1-22,7-8:2x6 SP No.3 REACTIONS. (size) 22=0-8-0,B=0-8-0 Max Horz 22=-299(LC 6) Max Uplift 22=-265(LC 8),8=266(LC 8) Max Grav 22=1539(LC 1),6=1540(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1530/360,2-3=1508/365,34=2122/468,4-5=-2122/468,5-6=-705/194, 6-7=-725/174,21-22=-1465/293,1-21=-1416/313,7-8=1451/266 60T CHORD 18-21=-71/384,17-18=184/332,15-17=-390/2444,13-15=-388/2448,12-13=145/1073 WEBS 1-17=-203/1393,2-17=-12/464,3-17=1346/294,3-15=0/266,3-13=424/76, j 4-13=-478/170,5-13=-252/1366,5-12=-282/92,9-12=-137/1088,5-9=-831/153, 7-9=206/1296 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3)Btilding Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to�the use of this truss component. electronically signed and 4)Provide adequate drainage to prevent water ponding. sealed by Finn,Walter, PE 5)Ttiis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. document are not considered 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) 22=265,8=266. signed and sealed and the 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signature must be verified slieetrock be applied directly to the bottom chord. on any electronic Copies. Walter P.Finn PE No.22839 MITek USA,Iris.FL Cort 6034 680.4 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. �� Design valid for use only with MiTek8i connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall rL l� building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPII Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883084 J40997 A09 Roof Special 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:07 2021 Page 1 ID:7bBeR090C1HXoRKgzpo36wy3o07-NUHb2_SerSgxaA2ycnQ58oPck2QLSdP23ZWdgMzkG9M 34-2-0 1F 7-0 g-4-0 141-12 1B-11$ 2154-6 31-9$ 3�`� 1-7-0 75-e 4-9-12 4-9-12 65-0 65-0 e$-01-8-6 Scale=1:75.2 5x5= 4.00 12 2 4x4 3 4x10 G 5x12= 3x4= 48 II 1 4 5 4xB 7 22 � 0 7 8 1 16 15 23 14 13 12 11 10 I¢ 21 19 18 4x8= 4x8—_ 4x4= 4x6—_ 5x8= 3x4= 2x4 11 BxB= 3x4 II 2x4 11 3x4 II 3x6= 33-5-8 1-7-0 9-0-0 18-11.8 25-0-6 31-9-8 32-5-8 3p-2-0 1-7-0 6-9-0 9-7-86S-a 6S-a 1-0-0 Plate Offsets(X Y)— (6:0-2-13 0-2-0] 19.0-2-12 0-3-01 111'0-0-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) -0.31 14-16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.57 14-16 >708 180 BCLL 0.0 Rep Stress]nor YES WB 0.99 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC202OfTP12014 Matrix-AS Weight:242 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.1'Except' 10-0-0 cc bracing:9-11 18-21,8-9:2x4 SP No.2,17-19,6-11:2x4 SP No.3 WEBS 1 Row at midpt 3-16,1-21,5-9 WEBS 2x4 SP No.3*Except* i 9-12:2x4 SP No.2,1-21,7-8:2x6 SP No.3 I REACTIONS. (size) 21=0-8-0,8=0-8-0 Max Horz 21=-299(LC 6) Max Uplift 21=-265(LC 8),8=264(LC 8) Max Grav 21=1705(LC 15).8=1701(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1666/353,2-3=-1637/369,34=3306/635,4-5=-2377/461,5-6=-908/204, 6-7=-964/196,20-21=-1621/290,1-20=-1491/310,7-8=1581/262 BOT CHORD 17-20=-78/434,16-17=184/326,14-16=-303/2183,12-14=-443/3040,11-12=-6/277 WEBS 1-16=-187/1595,2-16=-53/640,3-16=1201/269,3-14=239/1493,4-14=-847/253, 4-12=-859/120,5-12=0/392,9-12=345/2087,7-9=-221/1494,5-9=-1673/295 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vu@=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. electronically Signed and 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn,Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members,with BCDL=10.Opsf. Printed copies of this 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) document are not considered 21=265,8=264. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signed and sealed and the s ieetrock be applied directly to the bottom chord. Signature must be Verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL Cart 6634 8Q04 Parke East Blvd.Tampa FL 33810 � Date; I February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5/192020 BEFORE USE. Design valid for use only with MiTekS connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not at russ system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall _ building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTBk is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117P/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883085 J40997 A10 Roof Special 1 1 .Job Reference c tionel East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:08 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-rgrzFKTGclooBJdBAUxKhoxmtSnzBAuBICFBMozkG9L 2 7 0 9-4.0 15-1 12 20-11.8 27.2.8 335-8 _ 2 F 2-7.0 6-9-0 5.9-12 5-9-12 6.8.0 6.3-0 0 8-6 • Scale=1:75.2 5x5= 4.00 12 2 3x4 3 46= 4x10 5x12= 3x4= 2x4 II 1 4 5 6 7 23 A A 05 io 1 s 17 16 15 14 13 12 x 11 10 1c0V IN 22 20 19 3x12= 3x4= 5x8= 3x8= 1x4 II 3x4 II 2x4 11 2x4 11 46= 3x4 11 3x4= 3x6= 34-2-0 1-7-0 2-7-0 9A-0 15-1-12 20-11-8 27-2-8 3288 335.8 1-7-0 -0-0 6-9-0 5-9-12 5-9-12 63-0 5J-0 M-0-0' ' 0-8-8 Plate Offsets(X Y)— 19:0-4-0 0-2-8] 118:0-0-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.14 14-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.33 14-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2020rrPI2014 Matrix-AS Weight:240 lb FT=20% LUMBER- BRACING- TOP dHORD 2x4 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: DOT CHORD 2x4 SP N0.2*Except* 10-0-0 oc bracing:9-11 18-20,6-11:2x4 SP No.3 WEBS 1 Row at micipt 3-17,4-15,4-12,5-9 WEBS 2x4 SP No.3*Except* 7-8,1-22:2x6 SP No.3,9-12:2x4 SP No.2 REACTIONS. (size) 8=0-8-0,22=0-8-0 Max Horz 22=-299(LC 6) Max Uplift 8=-266(LC 8),22=265(1_13 8) Max Grav 8=1540(LC 1),22=1539(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1517/357,2-3=-1476/371,34=2344/491,4-5=-2129/439,5-6=-783/186, 6-7=-769/181,7-8=1408/259,21-22=14611294,1-21=-1 4121315 BOT CHORD 18-21=69/393,17-18=-179/335,15-17=332/2167,14-15=-521/3067,12-14=519/3071 WEBS 1-17=-196/1364,2-17=45/497,3-17=1211/269,3-15=89/728,4-15=-1094/229, 4-12=-1128/203,5-12=0/425,9-12=-339/1968,5-9=-1549/294,7-9=-275/1543 NOTES- 1)Uribalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vu1t=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to;!the use of this truss component. 4)Provide adequate drainage to prevent water ponding. electronically Signed and 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn,Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed Copies Of this 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)8 1266,22=265. document are not considered 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signed and sealed and the sheetrock be applied directly to the bottom chord. Signature must be Verified on any electronic copies. Walter P.Finn PE No.22639, Mfrek USA,Inc.FL'Cort 6634 6804 Parka East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use only with MlTek®connectors.This design is based any upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicabllity of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVrP11 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply sztanKOVIts Res T22883086 J40997 All Roof Special 1 1 Job Reference o floral East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:09 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-JsPMTgTuN3wfpTBKjCSZDDUyls6jwXvKWs7kuFzkG9K 1-7.0 9-4-0 16.1-12 22.11.8 2&2.8 32-8-8 34-2.0 1-7-0 7-9.0 6-9-12 6.9.12 5-3-0 4-3-0 5x8 Scale=1:75.2 = 4.00 F12 2 3x4 S 3x6 4x10 3 4 4x8= 1 5x12= 3x4= 2x4 11 5 6 7 8 24 r: N t` c, 2 9 18 17 16 15 14 13 12 119 IN 23 21 20 4x8= 3x6= 3x4= 4x8—lx4 II 6x6= 2x4 112x4 II 2x4 ll 3x4 I 3x4= 3x6= 34-2-0 1-7-0 2-7-0 9-0-0 18.1-12 22-11-8 28-2-8 32-5-6 735-8 i 1-7. -0-0 6-9-0 6-9-12 6-9-12 53-0 4-3-0 -0-0 0-8-8 Plate Offsets(X Y)— [10:0-3-12 0-2-8] [19:0-0-8 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.16 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) -0.40 14-16 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.11 9 n/a file BCDL L 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:231 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-2:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP N0.2*Except* 10-0-0 oc bracing:10-12 1 19-21,7-12:2x4 SP No.3 WEBS 1 Row at midpt 4-18,5-16 WEBS 2x4 SP No.3*Except* 8-9,1-23:2x6 SP No.3,10-13:2x4 SP No.2 I REACTIONS. (size) 9=0-8-0,23=0-8-0 Max Horz 23=-301(LC 6) Max Uplift 9=266(1-C 8),23=265(LC 8) Max Grav 9=1540(LC 1),23=1539(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1520/358,2-4=-1495/369,4-5=2536/514,5-6=-2241/447,6-7=-992/211, 7-8=-978/206,8-9=1413/256,22-23=1462/294,1-22=1413/315 BOT CHORD 19-22=-45/393,18-19=163/336,16-18=-367/2343,14-16=-590/3413,13-14=588/3418 WEBS 1-18=-198/1371,2-18=-35/487,4-18=1316/293,4-16=57/680,5-16=-1192/248, 5-13=-1407/251,6-13=-17/395,10-13=365/2110,6-10=-1423/271,8-10=286/1630 I 1)Unbalanced Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Bu,ilding Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to,the use of this truss component. 4)Provide adequate drainage to prevent water ponding. electronically Signed and 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Sealed by Finn,Walter, PE 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 using a Digital Signature. will fit between the bottom chord and any other members. Printed copies Of this 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) 94266,23=265. document are not considered 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signed and sealed and the slieetrock be applied directly to the bottom chord. signature must be Verified on any electronic copies. Walter P.Finn PE No.22839 hliTek USA,Inc.FL Cert0634 6904 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 i &WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 02 0 BEFORE USE. Design valid for use only with Mi rek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 35610 r Job Truss Truss Type Qty Ply Sztankovila as T22883087 J40997 Al2 Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:11 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-FFX6tLV8vgAN2nLjrdUIJeZIQgoiOVxd_AUrz7zkG91 7 2 0 9-4-0 14-6-8 17.1-12 i9.9.0 24-11-8 30-2-8 335.8 3A-2�0 1 ~2-7-0 6-9-0 5.2-8 +2-7.4 T 2-7-4 .9 5-3-0 3-30 0.8-8 5x5= Scale=1:75.2 4.00 12 2 3x6 3 3x4 4x8% 4 1 NAILED 5x8= 1x4 II 5x8= 5 8 NAILED 7 24 I 9 1B 16 14 13 11 10 Ig 17 15 23 21 20 4x8= 4x6— 3x4= 5x6 WB— 6x6= 1x4 II 4x4 II 3x4 II 2x4 11 4x8 M18SHS 11 3x4 11 3x4 11 3x6= 34-2-0 1-7-0 2-7-0, 9-0-0 17-1-12 2411-9 30.2-a , 32-5-9 1-7-0 -0.0 6-9-0 - 7-9-12 7-9-12 53-0 23-0 0-0-8 Plate Offsets(X Y)— [5:0-5-8 0-2-8] [9:0-4-0 0-0-8] [11:0-2-0 0-0-8] [12.0-3-8 0-3-0] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) -0.18 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.78 Vert(CT) -0.45 14-16 >893 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.76 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MS Weight:225 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied or 3-0-15 cc puriins, 1-2:2x6 SP No.2,3-5:2x4 SP M 31 except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 17-22,10-15,15-17:2x4 SP No.1 10-0-0 oc bracing:8-9 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 4-18,5-16 7-8,1-23:2x6 SP No.3,12-14,7-12:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 8=0-8-0,23=0-8-0 Max Horz 23=-302(LC 6) Max Uplift 8=351(LC 8),23=272(LC 8) Max Grav 8=1421(LC 1),23=1531(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP bHORD 1-2=-1507/362,2-4=-1502/371,4-5=-2736/565,5-6=-2456/589,6-7=-2510/591, 7-8=-11981330,22-23=1458/299,1-22=-14081320 BOT CHORD 19-22=-20/361,18-19=-152/320,1 6-1 8=-43 212 5 2 9,14-16=-714/3720,13-14=-135/594, 11-13=-117/476,9-12=-388/111 WEBS 1-18=-209/1377,2-18=-30/470,4-18=1446/346,4-16=-36/645,5-16=-1262/299, 5-14=-452/162,5-12=-1370/278,6-12=-274/181,12-14=-580/3157,7-12=-592/2675 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber This item has been DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to, olthe use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. using a Digital Signature. 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. Printed copies Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except at=lb) signature must be verified Bi351,23=27z. on any electronic copies. 9)"NAILED"indicates 3-10d(0.148"xW)or 3-12d(0.148"x3.25")toe-nails per NDs guidlines. 10) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Walter P.Finn PE No.22039 MITek USA;Inc.FL Cirt0634 LOAD Date:D CASE(S) Standard 6904 Parks East Blvd.Tampa FL 33810 Continued on page 2 February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Nil' valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall �A building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1 VliTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883087 J40997 Al2 Roof Special Girder 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:11 2021 Page 2 ID:?bBeRO90C1HXoRKgzpo36wy3oO7-FFX6tLVBvgAN2nLjrdUIJeZIQgoiOVxd AUrz7zkG91 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-2=70,2-5=70,5-7=70,21-23=-20,20-21=-20,11-19=20,10-11=-20,8-9=-20 Concentrated Loads(lb) Vert:24=64(B)25=64(B) I i i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �` Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design into the overall MOW building design.eracIng indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'y'�T®k` is alwpys required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTFll Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety tnformado. available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Szlankovils Res T22883088 J40997 A13G Roof Special Girder 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:12 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7�R5U5hWng_JEgxwvPKOGrs6V137t7w7nDgDOVazkG9H 12 6 8 18 8-0 25�-11 32-1-5 1,,,-Jog0.2 43131 46 10-0 6-5 0 6-1-8 6-1 8 6 8 11 6 8 11 6-8 11 Scale=1:83.4 4.00 12 5x5= 5 3x6 3x6 zzr 3 4 6 34 7 3x6 2 8 d. 4x8 5x6 1 5x5= 2x4 II 9 10 11 12 26 27 yo c5 0 25 24 23 22 29 21 20 19 18 17 18 5x1 IY 3x4= 3x8= 3x8= 3x6= 15 14 13 3x6 II 5x12= 3x4 11 6-5-0 12-0-8 18.8-0 25-4-11 i 32-1-5 3110-0 39�0-0 43:-8 i 46-10-0 6-5 0 6-1-8 6-1-8 6-6-11 6-8-11 6-8-11 0--0 4_4 3-5-8 _Plate Offsets(X,Y)— [3:0-4-O,Edge],[7:0-4-0 Edge] 116:0-8-4,0-2-81,117:0-3-8,0-2-01,[23:0-1-12,0-0-0],[24:0-3-8,0-2-0] 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.18 19-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.36 19-21 >999 180 BCLL 0.0 Rep Stress Incr NO WE 0.84 Horz(CT) 0.08 15 n/a nla BCDL 10.0 Code FBC2020ITP12014 Matrix-MS Weight:300 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc pudins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 9-15:2x6 SP No.3 BOT CHORD Rigid ceiling directly applied or 3-9-8 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 4-21,6-21 12-13:2x8 SP No.3,9-17,14-16:2x4 SP No.2 REACTIONS. (size) 13=0-8-0,25=Mechanlcal,15=0-4-0 Max Horz 25=254(LC 7) Max Uplift 13=-290(LC 10),25=-318(LC 25),15=616(LC 8) Max Grav 13=475(LC 17),25=1899(LC 13),15=3060(LC 30) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-2303/413,2-4=-2528/507,4-5=-2200/498,5-6=-2207/496,6-8=-2678/537, 8-9=2471/473,9-1 0=-1 53/1059,10-11=-259/264,1 1-1 2=-3 0412 79,12-13=442/314, 1-25=-1796/338 BOT HORD 22-24=21912263,21-22=-230/2453,19-21=-269/2470,17-19=-290/2225,16-17=-902/206, 15-16=2995/630,9-16=-2294/431 WEBS 2-24=-676/200,2-22=-14/344,4-21=-5531130,5-21=-165/993,6-21=-689/174, 8-19=-23/371,8-17=690/192,9-17=467/3178,14-16=715/339,10-16=-991/300, 10-14=-148/848,11-14=-575/210,12-14=-333/381,1-24=-363/2248 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to theuse of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. using a Digital Signature. 5)All plates are 4x8 MT20 unless otherwise indicated. Printed COpleS Of this 6)Ttlis truss has been designed for a 10.0 pat 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 document are not considered will fit between the bottom chord and any other members,with BCDL=1 O.Opsf, signed and sealed and the 8)Refer to girder(s)for truss to truss connections. signature must be verified 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)13=290,25=318,15=616. on any electronic copies. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)395 lb down and 236 Ito up at Walter P.Finn PE No.22839 40-2-8,395 Ito down and 226 lb up at 41-11-4,and 175 lb down and 123 lb up at 43-11-4,and 186 lb down and 164 lb up at MITek USA,Inc.FL Cert6034 5-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. .6604 Pario East BIvd.Tampa FL 3*0 Data: dAPA d1&EMe%andard February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovits Res T22683088 J40997 A13G Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:12 2021 Page 2 1 ID:7b8eRO90C1HXoRKgzpo36wy3oO7-R5U5hWng JEgxwvPKOGrs6V137t7w7nDgDOVazkG9H LOAD CASE(S) Standard 1)Dead�+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo 1 Vert:1-5=70,5-1O=70,10-12=70,16-25=-20,13-15=20 Concentrated Loads(lb) Vert:10=-315 26=315 27=100 28=-127 I -- ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 02 0 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovils Res T22883089 J40997 A14 Roof Special 1 1 Jab Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 202U Max Industries,Inc. Wed Feb 17 10:24:14 2021 Pagel ID:7bBeRO90C1 HXoRKgzpo36wy3oO7-ggCEWNXi BbZyvE4lW12kwHBs2tglboX3gaiVZSzkG9F 2.7-0-0 .8 7-0-0 12-1-0 18-8-0 25-0-11 32-1 38-10.0 42-8-0 48.8-0 48-8 -5 6-8.11 3-10-0 3.10-0 2-2-8 _2-7 4.9-0 4.9-D 8-7-0 6.8.11 Fr8.11 Scale=1:85.2 4.01) 12 5x8= 5 3x6 4x8%3x4 11 48 3 4 87 3x6 3x6 2 g 4x8 5x8 9 5x6 1 10 3x6 — 11 ax6 12 0 0 27 1 5xl 13 ] [ a 32 30 29 7x8=4x8= 24 23 22 36 21 20 19 18 3x8= 3x4 11 4x10= 4x8= 4x8= 3x10= 16 15 14 46= 4x8= 3x6= 3x6 11 48= 2x4 11 2x4 11 2x4 11 4s-s-s 2-7-0 7-0-0 12.1-0 3-1 184L0 254-11 32-1-5 38-10-0 3 d2-&0 4&60 4 1 2.7-0 4-9-0 4-9-0 5-7-0 6-8-11 8-0-11 6R11 0.A 3b-0 3-10.0 1.10-8 Plate Offsets KY)— [1:Edge 0 2 0] [3.0-4-0 Edge] [7:0-4-0 Edae] [9.0 4-0 Edge] [17:0-7-8 0-1-8] [18:0-3-8 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.20 20-22 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.40 20-22 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(CT) 0.13 16 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:307 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 4-23:2x4 SP No.3,10-16:2x6 SP No.3 10-0-0 oc bracing:23-25 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-22 22-25,10-18,15-17,1-32:2x4 SP No.2,12-14:2x6 SP No.3 REACTIONS. (size) 32=Mechanical,16=0-4-0,14=0-8-0 Max Horz 32=187(1_C 6) Max Uplift 32=-298(LC 8),16=-413(LC 8),14=-63(LC 8) Max Grav 32=1950(LC 13),16=2682(LC 14),14=331(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-3031/465,2-4=-2905/521,4-5=2897/587,5-6=-2202/479,6-8=-2641/509, 8-10=-2387/430,10-11=-140/1099,11-12=-14/316,31-32=-1929/266,1-31=1768/323 BOT CHORD 28-31=-155/477,27-28=-155/477,25-27=-247/2942,4-25=-3881150,20-22=-230/2409, 18-20=-236/2159,17-18=-910/189,16-17=-2630/424,10-17=-2381/437 WEBS 1-27=427/2544,2-27=-4131172,22-25=-113/1981,5-25=-176/1258,5-22=-42/368, 6-22=-656/159,8-20=0/388,8-18=696/184,10-18=-443/3202,11-17=-847/173 NOT ES. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.0psf;BCDL=4.Dpsf;h=15ft;B=108%L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically Signed and 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 sealed by Finn,Walter, PE will fit between the bottom chord and any other members,with BCDL=IO.Opsf. using a Digital Signature. 6)Refer to girder(s)for truss to truss connections. Printed Copies of this 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)14 except(jt=lb) document are not considered 32=298,16=413. 8)Thils truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum signed and sealed and the sheetrock be applied directly to the bottom chord. Signature must be Verified on any electronic copies. Waiter P.Finn PE No.22939 MiTsk USA,(nd-FL Ceit0634 904 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 I r ®WARNING.Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.51192020 BEFORE USE. �� Design valid for use only with MITeWO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall '{ building design.Bracing Indicated Is to prevent buckling of Individual truss web andlor chard members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res I` T22883090 *J40997 A15 Hip 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:16 2021 Pagel ID:?bBeRO90C1HXoRKgzpo36wy3oO7-cCK?x3ZHjDpf9YEgeA4COiHCZhSc3hvM7SBceLzkG9D 2.7-0 7-A-0 12-1-0 17-8.8 19.7.8 26-0.5 32-5.3 38-10.0 42.8.0 46-6-0 2-7-0 49-0 49-0 5-T-8 1-11-0 6-4-13 6-4-13 6.413 3.10.0 3-10.0 2-2.8 Stele=1:88.4 4.00 12 5x5= 5x5= l 5 35 6 48%3x4 11 5x8 ZZ 4 7 3 3x6 i 2 3x8 8 4x8 N 5x8 9 4x4 11 b 1 10 axe — 11 4x8 12 0 o 4 28 28 25 20 36 37 19 18 1 5x1 N 31 29 4x8= 23 22 21 . 3x6= 7x6= 3x4 I{ ex8= 5x8 WB= 3x8= 18 15 14 4x6 4x8 4x8= 3x8 II 48= 2x4 II 2x4 11 2x4 11 48-8-8 2.7-0 7-0-0 12-1-0 3-1 17-8-8 137.8 232-12 38-10-0 3 0 42-8-0 46-6-0 4 1 0 2-7-0 49-0 A-9-0 -0- 47.8 1-11-0 9-7.4 9-74 0--0 3-8-0 3-10.D 1_10-8 Plate Offsets(X Y) [1:Edge 0 2 0] [3:0-4-0 Edge] r1:o 3-0 0 3-0] [9:6 4-0 Edge] [17:0-5-0 0-2-8] [21:04-0 0-2-4] [24:0-4-0 0-2-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) -0.37 18-21 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) -0.68 18-21 >683 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(CT) 0.16 16 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:312 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 422:2x4 SP No.3,10-16:2x6 SP No.3,17-19:2x4 SP No.1 10-0-0 oc bracing:22-24 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-21,7-21 21-24,15-17,1-31:2x4 SP No.2,12-14:2x6 SP No.3 2 Rows at 1/3 pts 8-17 OTHERS 2x4 SP No.3 REACTIONS. (size) 31=Mechanical,16=0-4-0,14=0-8-0 Max Harz 31=-180(LC 6) Max Uplift 31=-298(LC 8),16=414(1-C 8),14=-62(LC 8), j Max Grav 31=1964(LC 13),16=2639(LC 14),14=369(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP dHORD 1-2=-3057/465,24=-2934/520,4-5=2918/581,5-6=-2129/481,6-7=2300/481. 7-8=26771488,8-10=-561780,10-11=138/870,30-31=1942/266,1-30=-1782/323 BOT CHORD 27-30=144/469,26-27=-144/469,24-26=-247/2960,4-24=-361/145,18-21=242/2426, 17-18=-24212152,16-17=2586/425,10-17=-436/159 WEBS 1-26=-428/2567,2-26=416/172,21-24=-124/2134,5-24=-164/1150,5-21=339/80, 6-21=-40/468,7-21=-534/160,8-18=0/548,8-17=-3369/525,11-17=701/171, 12-14=-281/87 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=10Bft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate This item has been grip DOL=1,60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and to the use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding. Using a Digital Signature. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed COPIOS Of this 6)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide document are not considered willlfit between the bottom chord and any other members,with BCDL=10.Opsf. 7)Refer to girder(s)for truss to truss connections. signed and sealed and the 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except T=lb) signature must be verified 31 298,16=414. on any electronic copies. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum sh letrock be applied directly to the bottom chord. wager P.Finn NCarl:69 MTek USA,Ind.FL Cert8634 1904 Paris,East Blvd.Tampa FL 33610 Date: February 17,2021 J®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 1 Job Truss Truss Type City Ply Sztankovits Res T22883091 � J40997 A16 Hip 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:18 2021 Page 1 ID:7b8eRO9OC1HXoRKgzpo36wy3o07-YbSILlaXFg3NOsO3lb7g57MZVUBTXbXfbmgDDzkG9B 2-7-0 7.4-2 12.1-0 15-B-8 21.7-8 27-4-5 33.1.3 38-10.0 42-8-0 , 46-6.0 4 M 2-7-0 49.0 3-7-a 5.11.0 5-&13 5-e-13 5-&13 3.10-0 3-10-0 �2.2.8 Scale=1:88.4 4.00 12 3x4 II 5x5= 5x5= 4x8 7�1 4 5 36 6 48 3x6 3x8 3 7 8 2 3x8 5x8 9 48 1 10 4x4 11 1b 11 3x6 z d 12 44 _ 13 0 27 qq 32 30 29 26 23 22 21 37 20 19 1 7x1 14 4x8= 24 4x8= 4x8=3x6= _ 3x6= 4x4 I Bx8= 15 4x6 4x8= 7x6 17 16 2x4 II 3x6 II 4x8= 2x4 II zx4 11 45-8-8 2-7-0 7-" 12.1 0 13-1- 15-8-8 21-7-8 30-2-12 38-1D-0 3 0 4241-0 4650 4 1 2-7-0 49-0 43-0 2-7-8 5-11-0 8-74 8-7-4 0.-03-10.0 0 1-10-8 Plate Offsets(X Y)— [1:Edge 0-2-0] [3.0-4-0 Edge] 17:0-4-0 Edge] [10.0-4-0 Edge] [18:0-2 12 Edge] 122:0 4 0 0 2-4] [23:0-2 0 0 0 0] [25.0 4-0 0.2 8] I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefj Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.27 19-22. >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.51 19-22 >923 180 BCLL 0.0 Rep Stress[nor YES WB 0.96 Horz(CT) 0.16 17 n/a We BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:308 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT i HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 4-23:2x4 SP No.3,11-17:2x6 SP No.3 IO-0-0 oc bracing:23-25 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 5-22.8-22 22-25,16-18,1-32:2x4 SP No.2,13-15:2x6 SP No.3 2 Rows at 1/3 pts 9-18 REACTIONS. (size) 32=Mechanical,17=0-4-0,15=0.8-0 Max Horz 32=-164(LC 6) Max Uplift 32=-296(LC 8),17=422(1-C 8),15=-57(LC 9) Max Grav 32=1951(LC 13),17=2690(LC 14),15=322(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or Jess except when shown. TOP i HORD 1-2=-3032/463,2-4=-2895/515,4-5=2832/552,5-6=-2249/489,6-8=-2413/491, 8-9=-2534/467,9-11=-91/977,11-12=16111045,12-13=21/316,31-32=-19261265, 1-31=-1768/321 BOT HORD 28-31=-1 23/450,27-28=-123/450,25-27=-246/2926,22-23=0/278,19-22=-243/2378, 18-19=214/1952,17-18=-2638/433,11-18=-403/147 WEBS 1-27=-427/2545,2-27=-412/172,22-25=-187/2179,5-25=-96/917,5-22=-372/31, 6-22=-11/401,8-22=-304/117,8-19=272/76,9-19=0/672,9-18=-3430/536, 12-18=-799/182 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific electronically signed and tolthe use of this truss component. sealed by Finn,Walter, PE 4)Provide adequate drainage to prevent water ponding, using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members,with BCDL=10.Opsf, document are not Considered 7)Refer to girder(s)for truss to truss connections. signed and sealed and the 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)15 except at=lb) signature must be verified 32=296,17=azz. on any electronic copies. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum s i eetrock be applied directly to the bottom chord. Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 0834 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use any with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall p building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members ony.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qly Ply Sztankovits Res L , T22883092 J40997 A17G HIP GIRDER 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:22 2021 Pagel ID:7bBeRO9OC1HXoRKgzpo36wy3oO7-RMhGB6e2J3ZplThq_QBcFzW8R5WuTPUFWOews zkG97 2-7-0 7�-0 12-1-0 1 11-1 17-8-0 23-11-2 28-10-12 33-10.6 38-10.0 42-8-0 46-10-0 2-7-0 4-9-0 4-9-0 3 1 4-3 2 6-3-2 4-11-10 4-11-10 4-11-10 3-10-0 4-1-12 4.00 12 Scale=1:86.9 8x8= 5x8= 6x6= 4x6 5 33 34 8 7 7x10M1BSHS 44 q 8 4x8 3 6x10 M18SHS 6x6 7x10% 2 9 10 4x4 II 1 N 11 3x6 12 HUS26 13 0 32 30 27 37 28 325 39 40 42 43W 22 615 46 21 472049 48 50 1951 18 52 53 54 55 1 HUS26 6x10 M18SHS=24 3x8 M18SHS 11 1axl6 = 6x8 M18SHS= HUS26 HUS28 10x10= HUS26 HUS26 HUS26 HUS28 7x8= �� A(LBSHS — 16 15 14 6x8= HUS26 HUS26 HUS28 HUS26 HUS26 Bx8= 6x10 M18SHS = HUS26 6x16 I I HUS28 HUS28 HUS26 3x10 M18S I I 1 x8 BxB HUS26 HUS28 1Ox14 M18SHS = HUS26 8x8= HUS26 Special 2-7-0 7�-0 12-1-0 1 -1 17-8-0 23-11-2 31--9 3B-10-0 39 0 42-84 46-10-0 2-7-0 4-9-0 4-9-0 3 1 4-3-2 632 7-5 7 7-5 7 0--0 3 8� 4-1-12 Plate Offsets(X,Y)— [1:0-4-8,0-2-12],[8:0-5-0,0-3-4],[10:0-4-0,Edge],[14:0-1-12,0-2-8],[15:0-4-0,0-4-8],[16:0-5-12,0-1-2],[17:0-4-12,0-6-12],[18:0-5-0,0-5-12],[20:0-3-8 0-6-41,[22:0-7-8 0-5-41 [23:0-5-4 0-4-8] [26:0-2-8 0-4-12] [27:0-3-8 0-4-4) [28:0-8-0 0-1-12] [32'0-4-8 0-1-61 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdetl L/d PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.44 24 >999 240 MT20 2441190 TCDL1 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -1.01 24 >460 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(CT) 0.24 16 n/a n/a BCDJ 10.0 Code FBC2020/TPI2014 Matrix-MS Weight:812 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2'Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1 10-13:2x4 SP No.2,8-10:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 1:30T CHORD 2x8 SP SS*Except* 3-5-15 cc bracing:16-17 29-32:2x6 SP No.2,25-31,23-25:2x6 SP DSS 6-0-0 oc bracing:15-16. 11-16,14-16:2x8 SP No.2,6-22:2x6 SP No.3,22-23:2x6 SP SS 6-0-0 cc bracing:6-22 WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:27-28 9-17:2x4 SP M 31,15-17:2x6 SP No.3,1-32,13-14:2x8 SP No.3 WEBS 1 Row at midpt 9-17 2-26:2x4 SP No.2,1-27:2x4 SP No.1 REACTIONS. (size) 32=0-8-0,16=0-4-0 (req.0-8-14),14=0-8-0 Max Horz 32=-230(LC 6) Max Uplift 32=-2245(LC 8),16=-2880(LC 8),14=99(LC 8) Max Grav 32=11723(LC 1).16=14998(LC 1).14=553(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP i HORD 1-2=-11202/2142,2-3=-17757/3429,3-5=-17142/3322,5-6=-16455/3221. 6-7=15789/3120,7-8=-15606/3089,8-9=-15338/3005,9-11=-603/3383,11-12=-741/3836, 12-13=113/483,31-32=11375/2174,1-31=10426/1996 BOT CHORD 28-31=-354/1207,27-28=-354/1207,26-27=-1865/10519,23-26=3057/16813, 20-22=-2657/14755,18-20=2683/14698,17-18=2136/11677,16-17=-14609/2819, 11-17=-564/172,15-16=-1512/287,14-15=-65/395,6-22=1310/268,22-23=2922/16341 WEBS 3-26=-423/402,3-23=-765/249,7-22=252/1694,7-20=611/3190,8-20=145/397, 8-18=-579/109,9-18=-892/5058,9-17=18102/3467,15-17=-256/1585,12-17=-3602/749, 12-15=291/1653,13-15=-766/166,6-23=-192/1222,28-30=-400/1851,5-23=925/5025, This item has been 2-27=5152/1028,2-26=1329/7021,1-27=-2189/11481 electronically signed and NOTES- sealed by Finn,Walter, PE 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: using a Digital Signature. Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-7-0 cc,2x8-2 rows staggered at 0-9-0 cc. Printed Copley Of this Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc,2x8-2 rows staggered at 0-6-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. document are not Considered 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 signed and sealed and the ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. signature must be verified 3)Unbalanced roof live loads have been considered for this design. On any electronic copies. 4)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B:Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber Walter P.Finn PE No.22839 DOL=1.60 plate grip DOL=1.60 MiTek USA,Inc.FL Cart 8634 5)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific 6904 Parks East Blvd.Tampa FL 33810 to the use of this truss component. Date: a tz drainage to prevent water ponding. February 17,2021 I ' ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valld for use only with MTekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 1 VI iTe k" Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 quality Criteria,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 r Job ` Truss Truss Type Qty Ply Sztankovits Res T22883092 J40997 Al7G HIP GIRDER 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:22 2021 Page 2 ID:7b8eRQ9OC1HXoRKgzpo36wy3oO7-RMhGB6e2J3ZptThq_QBcFzWBR5WuTPUFWOews_zkG97 NOTES- 7)All plates are MT20 plates unless otherwise indicated. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 10)WARNING:Required bearing size at joint(s)16 greater than Input bearing size. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)14 except Qt=lb)32=2245,16=2880. 12)Use USP HUS26(With 14-16d nails into Girder&6-16d nails into Truss)or equivalent spaced at 4-0-0 oc max.starting at 0-9-4 from the left end to 44-9-4 to connect truss(es)to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. 14)Ha ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1070 lb down and 222 lb up at 2-7-0 on bottom chord. The deign/selection of such connection device(s)is the responsibility of others. LOAD ICASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plo Vert:1-5=70,5-7=70,7-13=70,29-32=-20,23-28=20,22-24=20,17-22=-20,14-16=20,22-23=20 Co centrated Loads(Ib) Vert:29=-1070(B)35=-1073(B)37=1070(B)38=1048(B)39=-994(B)40=979(1]1)41=-979(B)43=-979(B)44=979(B)45=-979(B)46=-979(B)48=-994(B) 49=-998(B)50=998(13)51=998(B)52=994(13)53=979(121)54=-979(B)55=-979(B)56=979(B)57=-979(B)58=979(131)59=979(1]1) I I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. Design valid far use only with MTekS connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztank0vits Res T22883093 J40997 B01 G Common Girder 2 1 Job Reference o ti0nal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:23 2021 Page 1 ID:7bBeR090C1 HXoRKgzpo36wy3oO7-vZFePSeg4MhgUdGOY8iroA3K4VvTCt90120TORzkG96 2-2-8 7-4-12 13-6-8 19-8.4 24-10-8 27-1-0 2-2 8 5-24 6-1-12 6-1-12 5-24 I 2-2-8 Scale=1:44.4 4.00 12 4x6= 5 3x6 3x6 NAILED 6 3x6� 4 3x8 zz�. 23 3 7 5x6 5x6 zzz 2 8 1 8 I 24 15 14 13 12 11 25 10 3x4= 3x6 11 7x6= 5x6 3x8= 5x6 7x8= 3xB 11 3x4= NAILED HUS26 HUS26 NAILED 1-10-8 2r2,8 7-0-12 13-6-8 19-8-4 24-10-6 2�.2r8 27-1-0 i 1-10-8 OL" 5-2.4 6-1-12 6-1-12 5-24 0. 1-10 8 Plate Offsets(X Y)— ill:0-3-0,0-3-12) [l5:0-3-0,0-3-121 I LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.11 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.23 11-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-MS Weight:158 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-5-13 oc bracing. WEBS 2x6 SP No.3`Except' 5-13,7-13,3-13:2x4 SP No.3,8-11,2-15:2x4 SP No.2 REACTIONS. (size) 10=0-8-0,16=0-8-0 Max Horz 16=-104(LC 23) Max Uplift 10=-493(LC 8),16=530(LC 8) Max Grav 10=2064(LC 1),16=2031(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 1-2=304/71,2-3=3345/796,3-5=-2375/593,5-7=-2375/592,7-8=3405/869, 8-9=-319/94 BOT CHORD 1-16=-62/303,15-16=-126/368,13-15=697/3120,11-13=758/3177,10-11=79/316. 9-10=-79/315 WEBS 5-13=-227/1040,7-13=-1141/363,7-11=-305/517,8-11=688/2928,8-1 0=1 760/462, 3-13=-1085/298,3-15=218/414,2-15=693/2883,2-16=-1741/481 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wnd:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Finn,Walter, PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) using a Digital Signature. 10=4 9 3,1s=53o. Printed copies of this 7)Use USP HUS26(With 14-16d nails into Girder&6-16d nails Into Truss)or equivalent spaced at 12-3-8 oc max.starting at 7-4-12 p from the left end to 19-8-4 to connect truss(es)to front face of bottom chord. document are not Considered 8)Fill all nail holes where hanger is in contact with lumber. Signed and sealed and the 9)"NAILED"Indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. signature must be Verified 10) tin the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). On any electronic copies. LOAD CASE(S) Standard Walter P.Finn PE No.22839 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=$.25 MTekUSA,Inc.FL Cut6634 1 6904 Parke East Blvd.Tampa FL 33810 Date: Continued on page 2 February 17,2021 i ®WARNING-Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is ahveys required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteda,DSB-89 end BCSI Building Component 6904 Parke East Blvd. Safety/nformalion available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job TB,Ols-- Truss Type Qty Ply Common Girder 2 1Sztankovits ResT22BB3093 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 M7i ek Industries,Inc. Wed Feb 17 10:24:24 2021 Page 2 ID:7b8eRO90C1 HXoRKgzpo36wy3oO7-NlpOcoflrgpX6nrD6rD4KOcVgvFiXKPYzi7lwtzkG95 LOAD CASE(S) Standard Unifdrm Loads(pif) Vert:1-5=70,5-9=70,17-20=-20 Concentrated Loads(lb) Vert:11=776(F)15=776(F)23=-11(F)24=-15(F)25=-82(F) i EWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. ign vendfor use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not ��� ss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall ding design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IMFways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding thecatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rFil Quallfy Criteria,DSB-B9 and BCSI Building Component 6904 Parke East Blvd. ety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type City Ply Sztankovits Res T22883094 J40997 B02 ATTIC 18 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:24:25 2021 Page 1 ID:7b8aR090C1HXoRKgzpo36wy3o07-rXNPgBgwc_xOkxQPfZiJtbBhKJb2gUI(hCMtaSJzkG94 4-10-3 94-12 10-0-)11-5-13 13-6-8 15-71 17-1-017-8 22-2-13 27-1-0 4-10-3 4 6 9 7 1-5-13 2-0-11 2-0-11 1-513 -7 4S 9 4-10-3 Scale=1:45.2 = 4.00 12 44 7 3x6= 3x6= 2x4 II 8 8 2x4 II 3x6 5 9 3x6 20 q 1x4 II 10 3x8 ZZ 3x0 5:� 11 3 � 2x4 II 2x4 Ii 12 2 1 8.0-0 13 to ` 18 15 � `� 9 17 - 18 14 1 3x4= 9 = 4x6= 4x8= 4x8= 4x6= 3x6= 3x4= 1-10-8 2 2 8 9-4-12 17-8-4 24.10-8 2 27-1-0 1-10-8 D 7-2-4 B-3-8 7-2-4 ot4 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(L-) -0.24 16-17 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.42 16-17 >653 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 14 n/a n1a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Attic -0.17 16-17 593 360 Weight:135 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 15-18:2x6 SP SS WEBS 1 Row at midpt 6-8 WEBS 2x4 SP No.3`Except' 6-8:2x4 SP No.2,2-19,12-14:2x6 SP No.3 REACTIONS. (size) 19=0-8-0,14=0-8-0 Max Horz 19=-104(LC 6) Max Uplift 19=-157(LC 8),14=93(LC 8) Max Grav 19=1443(LC 14).14=1443(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-5=-2233/0,5-6=2063/28,B-9=-2063/27,9-11=-2233/0 BOT CHORD 17-19=12/1753,16-17=0/2076,14-16=-40/1675 WEBS 9-16=01334,11-16=0/531,5-17=01334.3-17=0/530,6-20=-2194/44,8-20=-2194/44, 3-19=-21431149,11-14=-2143/112 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=7Dft;eave=8ft; Cat;Il;Exp B;Encl.,GCpi=0.1 B;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Buiiding Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)150.0Ib AC unit load placed on the interior chord,13-6-8 from left end,supported at two points,5-0-0 apart. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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. electronically signed and 7)Ceiling dead load(5.0 psf)on member(s).5-6,8-9,6-20,8-20 sealed by Finn,Walter, PE 8)Bottom chord live load(30.0 pst)and additional bottom chard dead load(6.0 psf)applied only to room.16-17 using a Digital Signature. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except Qt=lb) Printed copies of this 19=157. document are not considered 10)T�1is truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrocK be applied directly to the bottom chord. Signed and Sealed and the 11)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Signature must be Verified on any electronic copies. Walter P.Flnn PE Nc.22839 MiTak USA,Inc.FL Oirt6634 6004 Parke East Blvd.Tampa FL 33610 Data' February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Nil' valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYrPlf Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 26601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883095 J40997 B03 ATTIC 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:26 2021 Page 1 ID:?beeR09OC1 HXoRKgzpo36wy3oO7-JSxnt UhZNH3FM4?bDGGYQphs7ixJP LZrROc8?mzkG93 410.3 %12 1 -0. 11-5.13 13.0-0 14-1.0 15.7-3 17-1-0 17• 22-2-13 27.1-0 4-10.3 4-6-9 7- 1-5-13 1-6-3 1-1.0 b6-3 1-5-13 7- 4-6-9 4-10.3 Scale=1:46.8 4.00 12 4x4= 4x4= 3x6= 7 B 3x8= 2x4 II a 2x4 II 3x8 5 10 3x8 21 22 11 4 1x4 II 3x8 3x8 1x4 tl 12 d 3 4 2x4 ll 2x4 II 13 2 1 8.0.0 14 Li I� 19 18 17 16 20 ,15 3x4= 3x6= 4x8— 4x6= 4x6- 4x8= 3x6= 3x4= 1-101 2 2 8 9-4-12 17-8-4 24-10-8 2 - 27-1 0 1-10 8 0-4 7-2-4 8-3-8 7-2 4 0-0-0 1-10-8 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.24 17-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.71 Vert(CT) -0.42 17-18 >655 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 15 file n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-AS Attic -0.16 17-18 607 360 Weight:136 lb FT=20% LUMBER- BRACING- TOP dHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT IHORD 2x4 SP No.2'ExcepY BOT CHORD Rigid ceiling directly applied. 16-19:2x6 SP SS WEBS 1 Row at midpt 6-9 WEBS 2x4 SP No.3'Except' 6-9:2x4 SP No.2,2-20,13-15:2x6 SP No.3 REACTIONS. (size) 20=0-8-0,15=0-8-0 Max Horz 20=-100(LC 6) Max Uplift 20=-157(LC 8),15=93(LC 8) Max Grav 20=1444(LC 14),15=1444(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP dHORD 3-5=-2234/0,5-6=2063/28,7-8=-23/255,9-10=2063/27,10-12=2234/0 BOT dHORD 18-20=-12/1751,17-18=0/2076,15-17=-40/1676 WEBS 3-18=01531,5-18=0/333,6-21=2227/41,21-22=2217/43,9-22=2227/40,10-17=0/333, 12-17=01533,3-20=-21421149,12-15=21421112 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpj=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to t�a use of this truss component. 4)150.01b AC unit toad placed on the interior chord,13-6-8 from left end,supported at two points,5-0-0 apart. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 electronically signed and willlfit between the bottom chord and any other members. sealed by Finn,Walter, PE 8)Ceiling dead load(5.0 psf)on member(s).6-6,9-10.6-21,21-22.9-22 using a Digital Signature. 9)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.17-18 Printed copies of this 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(jt=1b) document are not considered 20=157. 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signed and sealed and the slieetrock be applied directly to the bottom chord. signature must be Verified 12)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. On any electronic Copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 etiii Parke East Blvd.Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual bull ding component,not a truss system.Before use,the building designer must verity the applicability of design parameters and propedy Incorporate this design into the overall Duilding design.Bracing Indicated is to prevent buckling of Individual truss web andior chord members only.Additional temporary and permanent bracing Mi l7 ek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type city Ply Sztankovits Res T22883096 1 1 J40997 B04 ATTIC Job Reference(optional East Coast Truss, R.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10.24:27 2021 Page 1 ID:?b6eR090C1HXoRKgzpo36wy3oO7-nKV9EghB7bB6zEaon_nnyOE5C6Hr8otfgMhXCzkG92 10.1 h1 17-1-0 4.10-3 9.4.12 10.0• 11 -0 1s-1-0 16- 15 7.6• 22-2-13 27-1-0 4-10-3 -7-4 0-0-15 5-1.0 0-.15 -7-4 4-5.9 4.10.3 0-11-1 0.11-1 Scale=1:46.0 Bx6 Bx6 5x5 4.00 12 5x8 7�-- 5 23 24 6 7 4 3x8 3x8 i 8 0 3 2x4 11 2x4 I I 9 2 1 10 log 15 14 13 12 ,11 3x4= 16 4x6= 4x6= 4x8- 4x6= 3xB= 3x4= 3x8= 1-10-8 2 2 9.4-12 17-8-4 24-10-8 2 -2 B 27-1-0 1-10-8 0. 9-4-1 8-3-8 7-2 4 0 4- 1-10.8 Plate Offsets X Y— 5:0-3-0 0-0-15 6:0-3-0 0-0-15 LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) Vdefl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.21 13-14 >999 240 MT20 244/190 TOOL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.37 13-14- >745 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Attic -0.13 13-14 782 360 Weight:137 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 5-6:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2*Except* 12-15:2x6 SP SS WEBS 2x4 SP No.3*Except* { 2-16,9-11:2x6 SP No.3 REACTIONS. (size) 16=0-8-0,11=0-8-0 Max Harz 16=-85(LC 6) Max Uplift 16=-157(LC 8),11=93(LC 8) Max Grav 16=1445(LC 14),11=1445(LC 15) FORCES, (lb)-Max.Comp./Max.Ten.-All forces 250(1b)or less except when shown, TOP CHORD 3-4=-2256/6,4-5-2089133,5-6=-2079/44,6-7=2089/32,7-8=-2256/7 BOT CHORD 14-16=-911734,13-14=012101,11-13=-37/16571 WEBS 3-14=0/592,4-14=0/326,7-13=0/326,8-13=0/592,3-16=-2138/143,8-11=-2138/109 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4,Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific t0he use of this truss component. 4)150.01b AC unit load placed on the top chord,13-6-8 from left end,supported at two points,5-0-0 apart. This item has been 5)Provide adequate drainage to prevent water ponding. electronically Signed and 6)Thls truss has been designed for a 10.0 psf bottom chard 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 sealed by Finn,Walter, PE wi11 fit between the bottom chord and any other members. using a Digital Signature. 8)Ceiling dead load(5.0 psf)on member(s).4-5,5-6,6-7 Printed copies of this 9)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-14 document are not considered 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)11 except(it=lb) signed and sealed and the 16=157, 11)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1t2"gypsum signature must be verified sheetrock be applied directly to the bottom chord. On any electronic Copies. 12)ATTIC SPACE SHOWN iS DESIGNED AS UNINHABITABLE. WalterP.Finn PE No.22639 MITak USA,Inc.FL Ckt6634 6904 Paring East Blvd.Tampa FL 33610 I Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vedfy the appliwbllity of tlesign parameters and propedy Incorporete this design into the overell bung design.Bracing Indicated Is to prevent buckling a(indiNdual truss web andlor chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal InJury and property damage.Far general guidance regarding the fabdcalion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pl1 Ouallty Criteria,OSB-99 and BCS/Building Component 6904 Parka East Blvd. Saretylnrormetlon available from Truss Plate Insl'nute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Ot PI Sztankovits Res Job Truss Truss Type y y T22883097 J40997 B05 ATTIC 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:28 2021 Page 1 ID:?bBeRO90C1 HXoRKgzpo36wy3oO7-FW3XS9ipuvKyb08_LhIOVEmAO WZStEp7uK5E3ezkG91 17-1.0 94-12 15-11ta-1-15 4-7-13 8.2.0 9.40 140-0 15-0.0 1 B 17.8 22-2-13 27.1.0 47-13 3-6-3 10-0 47.4 1.0.0 0.11-1 0.11.1 4-6-8 410.3 Scale=1:46.8 0.4-12 0-1.7 0.7-4 0.1.7 3x8= 8xl0 M18SHS 5x5 5xB 8 4.00 F12 4 25 3x8 3x8 8 2x4 11 3 q2x4 11 2 N a B-3-0 1 10 0 Ali 15 14 13 12 �11 ,16 3x4= 3x6= 5x6 WB= 3x4= 4x8= 3x6= 3x4= 3x4= 1-1012r2�8 9.4-12 17-8-4 24-10-8 25 2r8 27-1-0 11-10_8 7-2.4 B-3-8 7-2-4 0 4-0 1-10-8 Plate Offsets(X Y)- [4:0-7-15 0-3-31 [6:0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSC, DEFL, in (too) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TV 0.99 Vert(LL) -0.24 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.38 13-14 >707 180 M18SHS 2441190 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(CT) 0.06 11 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Attic -0.18 13-14 571 360 Weight:139 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2'Except' TOP CHORD Structural wood sheathing directly applied. 47:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP No.2'Except' 12-15:2x6 SP SS WEB 2x4 SP No.3'Except' 2-16,9-11:2x6 SP N0.3 OTHERS 2x4 SP No.3 REACTIONS. (size) 16=0-8-0,11=0-8-0 Max Horz 16=-89(LC 6) Max Uplift 16=-200(LC 8).11=165(LC 8) Max Grav 16=1519(LC 14).11=1629(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=2671/140,4-5=-2541/152,5-7=1808t73,5-6=-7781107,6-7=793/113, 7-8=-2705/158 BOT CHORD 14-16=-66/1667,13-14=-54/2571,11-13=-135/1856 WEBS 3-14=0/1111,8-1 3=0/863,3-16=-2120/212,2-16=-327/97,8-11=2255/205 1 NOTES- 1)Unbalanced roof live loads have been Considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vesd=124mph;TCDL=6.0psf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific This item has been to the use of this truss component. electronically signed and 4)150.01b AC unit load placed on the top chord,13-6-8 from left end,supported at two points,5-0-0 apart, y s g 5)Provide adequate drainage to prevent water ponding, sealed by Finn,Walter, PE 6)All'plates are MT20 plates unless otherwise indicated. using a Digital Signature. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed Copies Of this 8)'This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. document are not Considered 9)Ceiling dead load(5.0 psf)on member(s).4-5,5-7,5-6,6-7 signed and sealed and the 10)Bottom chord live load(30.0 psf)and additional bottom chord dead load(5.0 psf)applied only to room.13-14 signature must be verified 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Gt=lb) On any electronic copies. 16=200,11=165. 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum MIToWalter P.Ann . L C.rt 6 34 sheetrock be applied directly to the bottom chord. 6904k USA,Inc.FL Blvd. pa 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Date:Parke East Blvd.Tampa FL s3610 14)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511SW20 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Wek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP/t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Sude 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovits Res T22883098 • � 1 1 J40997 B06 ATTIC Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:30 2021 Page 1 ID:7bBsRC90C1 HXORKgzpo36wy3oO7-CvAltrk3QWaggitNS6KUafsXUK14L4TQMeaLBXzkG97 18.1-15 18-0-8 17-8.4 2-2.8 7-0-0 9-4-12 12.0.0 15-0.0 5.11-1 17-1-0 22-2-13 27-1-0 4.9.8 2.4..2 2-7-4 3.0.0 0.11-1 0-11-1 4.6.9 4-10.3 Scale=1:46.8 0.1-7 0-7-4 0.1-7 3x6= 3x6= 3x6= 2x4 II 7 8 910 4.00 FIT 4x8= 1x4 II 5x5= 3 4 5 3x8 11 6 ° 2x4 II 3x6 7:�- O 12 2 N N 1 6-0.0 - 13 ro ' 18 15 , 19 17 16 •14 20 2x4II 5x8 WB= 4x6= 3x6= 3x4= 3x4= 6x6= 4x6= 4x10 M185HS= 1-10.8 2 2 7-0.0 9.4-12 12-0-0 17-8�3 25-2-8 27-1-0 1_10-8 0-4 4-9-8 2 4-12 2.7-4 5-8-4 7 6 4 1-10 8 Plate Offsets(X Y) [3.0-5-4 0 2 O] [5:0 1 9 Edge] [8:0-3-0 Edgel LOAD IING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.38 16-17 >717 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.83 16-17 >326 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(CT) 0.05 14 n/a We BCDL 10.0 Code FBC20201TP12014 Matrix-AS Attic -0.21 16-17 480 360 Weight:137 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2*Except* TOP CHORD Structural wood sheathing directly applied. 6-8:2x4 SP M 31,8-13:2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. BOT CHORD 2x4 SP M 31*Except* 1 15-18:2x6 SP SS WEBS 2x4 SP No.3*Except* i 2-20,12-14:2x6 SP No.3,7-9:2x4 SP No.2 OTHERS 2x4 SP No.3 I REACTIONS. (size) 20=0-8-0,14=0-8-0 Max Horz 20=85(LC 7) Max Uplift 20=-146(LC 8),14=89(LC 8) Max Grav 20=1458(LC 17),14=1447(LC 16) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2220120,3-4=-247610,4-5=-254510,5-7=2408113,7-8=-971864,8-9=921835, 9-10=-2372/18,10-11=-2579/0,11-12=50/261,12-13=60/323 BOT CHORD 17-19=0I2109,16-17=0/2459,1 4-1 6=3311 54 5,13-14=253161 WEBS 2-20=-13851151,2-19=-21/2026,3-17=0/706,6-17=-719/10,4-6=457/7,10-16=0/434, 11-14=-2166/104,12-14=-338/52,11-16=0/1066,7-9=3344/119 NOTES- 1)U6balanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. electronically signed and 4)150.01b AC unit load placed on the top chord,13-6-8 from left end,supported at two points,5-0-0 apart. sealed by Finn,Walter, PE 5)Provide adequate drainage to prevent water ponding. Using a Digital Signature. 6)All plates are MT20 plates unless otherwise indicated. Printed Copies of this 7)Tiiis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. signed and sealed and the 9)Ceiling dead load(5.0 psf)on member(s).3-4,4-5,5-7,9-10,7-9 signature must be verified 10)Bottom chord live load(30.0 pall)and additional bottom chord dead load(5.0 psf)applied only to room.16-17 on any electronic copies. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14 except(jt=lb) Walter P.Finn PE No.22839 20=146. MiTek USA,Inc.FLC"eit 6634 12)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum 6004 Park@ East Blvd.Tampa FL33610 sheetrock be applied directly to the bottom chord. Data: 13)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. February 17,2021 I - ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.511912020 BEFORE USE. IMF valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety'Informallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Smankovits Res T22883099 J40997 807G Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 S Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:32 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3oO7-BH121XIJy7g047SlaXNyf4xsv7wop_Ajpx3SBPzkG8z 2-2-8 5-0-0 6-9.12 10-0-0 12-10-2 16-0-8 19-2-14 24-10-8 222-8 2-2-8 2-9-8 1-9.12 3 2-4 2-10-2 3-2-6 3-2-6 5 7-10 Scale=1A6.8 i 3x6= 3x4= B 3x4= 3x6 II 7 9 2x4 II Special 10 4.00 12 5x6= 5x12= 6 2x4 11 3 4 3xB 2x4 11 11 c 2 N 1 12 fo N d �20 27 19 18 17 16 15 14 13 _ B _ 4x6= = 3x4—_ 3x6= Special 5x10=5x6 WB 1x4 II 4x6 2x4 Il 3x4 = LSSH210 1-1 0-8 2 2 5-0-0 6-9-12 10-0-0 12-10-2 19-2-14 24-10-8 2 2 8 27-1-0 1 2-g-B 1-9.12 12-0 2-10-2 6-4-12 5-7-10 0.4- 1-10.8 Plate Offsets(X Y) [8:0 3-0 Edge] LOADING (psfl SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.52 16-17 >520 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -1.05 16-17 >260 180 BCLL 0.0 Rep Stress[nor NO WS 0.82 Horz(CT) 0.06 13 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix-MS Weight:131 lb FT=20% LUMBER- BRACING- TOP HORD 2x4 SP No.2'ExcepC TOP CHORD Structural wood sheathing directly applied or 2-9-12 cc purlins. 5-8,8-12:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. BOT CHORD 20 SP No.2*Except* 1-18:2x4 SP No.1,14-18:2x4 SP M 31 WEB i 2x4 SP No.3*Except* 2-20,11-13,4-19:2x6 SP No.3,7-9:2x4 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (size) 20=0-8-0,13=0-8-0 Max Horz 20=85(LC 7) Max Uplift 20=-498(LC 8),13=263(LC 8) Max Grav 20=1679(LC 1),13=1352(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-30941787,4-5=-3094/787,5.6=-2257/497,6-7=-1909/450,7-8=-79/487, 8-9=-50/397,9-10=2026/480,10-11=2167/457 DOT CHORD 19-20=-453/1933,17-19=-813/3851,16-17=-810/3823,15-16=-364/2001 WEBS 2-20=-278/97,3-20=-24321589,3-19=393/1670,5-19=1035/380.5-17=-33/404, 5-16=2213/535,6-16=-163/902,11-15=-398/2156,11-13=-1441/345,7-9=2456/559 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. electronically signed and 4)Provide adequate drainage to prevent water ponding. Sealed by Finn,Walter, PE 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Using a Digital Signature. 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 Printed copies of this will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except ijt=1b) document are not considered 20=498,13=263. signed and sealed and the 8)Use USP LSSH210(With 10-10d nails into Girder&7-10d x 1-1/2 nails into Truss)or equivalent at 6-9-12 from the left end to signature must be verified connect truss(es)to back face of bottom chord. On any electronic Copies. 9)Fill all nail holes where hanger is in contact with lumber. 10)lianger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)155 lb down and 98 lb up at MiTak SA,Inc. L CbrItS0 i MTTek USA,I .FLIIertti634 5-0-0 on top Chord,and 73 lb down and 277[b up at 5-0-0 on bottom chord. The design/selection of such connection device(s)is 6904Parke East Blvd.Tarnpa FL 33310 the responsibility of others. Date: 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). February 17,2021 Continued on page 2 LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �- Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Sarery intormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type Oty Ply Sztankovits Res J40997, B07G Roof Special Girder 1 1 T22883099 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:32 2021 Page 2 ID:7b8eR090C1 HXoRKgzpo36wy3o07-BH121XIJy7g047SlaXNyf4xsv7wop_Ajpx3SBPzkG8z LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 > Uniform Loads(plf) Vert:1-3=70,3-5=70,5-8=70,B-12=-70,21-24=-20 Concentrated Loads(lb) Vert:19=-752(B)27=159(B) i —. ..... ......... — ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �� a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Sol' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the MOW fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTP/1 Quality Critede,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22863100 J40997 BOB COMMON 1 1 Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:32 2021 Page 1 ID:7b8eRO9OC1 HXoRKgzpo36wy3o07-8HI21XIJy7gO4?SlaXNyf4xzX7oCpyY-Ipx3SBPzkGBz 5 11-12 11-8-0 18-3-7 25-2-8 5-11-12 5-8-4 6-7-7 6-11-1 Scale=1:42.5 I 46= 3 4.00 12 3x6 4 44 4x8 2 5 2x4 11 3 4 II 6 1 7 Ia 12 11 10 9 B 13x8= 3x6— 3x4= 3x6= 3x6= 3x4= 3x4= 710.5 15-5-3 23-0-0 23�3r0 25-2-8 7-10-5 7-6-13 7-6-13 0!A-b 1 10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.07 11-13 -999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.18 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.93 Horz(CT) 0.05 8 n1a n/a BCDL 10.0 Code FBC202O1TPl2O14 Matrix-AS Weight:124 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied, WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 2-13 6.8,1-13:2x6 SP No.3 REACTIONS. (size) B=0-8-0,13=0-8-0 Max Horz 13=-126(LC 6) Max Uplift 8=223(1_C 8),13=184(LC 8) Max Grav 8=1233(LC 1),13=1 01 5(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C(iORD 1-2=-371/100,2-3-1631/350,3-5=1574/326,1-13=-295/94 BOT C ORD 11-13=266/1597,10-11=159/1239,8-10=-269/1517 WEBS 3-11=-53/448,3-10=-23/351,5-8=-17351351,6-8=-2591107,2-13=1454/267 NOTES. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuh=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat 11,Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to tl1e use of this truss component. 4)This truss has been designed for a 10.0 psf bottom chord live load nonponcurrent 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 100 Ito uplift at joint(s)except Qt=lb) This item has been 8=223,13=184. electronically signed and 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter,P.Finn PE No.22839 MiTak USA,Inc-FL Cert6634 .8804 Parka East Blvd. FL 33670 Date: I February 17,2021 &WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �- Design valid for use only wfth MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web andfor chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITPlr Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res ti T22883101 J40997 B09 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:33 2021 Page 1 I D:7bBeR090C 1 HXoRKgzpo36wy3oO7-cUsQVtmyjRyFh91 x7EuB CHUBzXLcYPzs2bp7jszkGBy 3-10-14 7.6.14 11-2-14 17-10-5 24-9-6 3-10-14 3-&0 3-8-0 6-7-7 6-11-1 Scale=1:43.6 4.00 12 4x6= I 4 4x4= 2x4 II 4x12= 3x8 1 2 5 4x6 6 2x4 II 7 r 14 11 to 15 5x12= 8 1¢ 2x4 II I . 04d 13 12 • • 3x4= 3x6= 9 2x4 II 4x8= 3x8= 3x4= 3-10.14 7.6-14 15-0-14 22.6-14 22-10 14 24-9-6 3-10-14 3-8-0 7-6-D 7-6-0 0-4- 1-10-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.08 11-12 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.22 11-12 >999 180 BCLC 0.0 Rep Stress Inca YES WB 0.91 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-AS Weight:136 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-13:2x4 SP No.3 WEBS 2x4 SP No.3`Except' 12-14:2x4 SP No.2,7-9:2x6 SP No.3 REACTIONS. (size) 15=Mechanical,9=0-8-0 Max Horz 15=-138(LC 6) Max Uplift 15=-181(LC 8),9=221(LC 8) Max Grav 15=999(LC 1),9=1218(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-940/193,1-2=-1501/305,2-3=14841305,3-4=-15561362,4-6=-1544/321 BOTICHORD 2-14=-272/104,11-12=-15311195,9-11=-264/1494 WEBS 1-14=30211658,12-14=-187/1456,3-12=-727/179,4-12=73/476,4-11=-23/372, 6-9=-1717/345.7-9=-256/105 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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. electronically signed and 7)Refer to girder(s)for truss to truss connections. Sealed by Finn,Walter, PE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) using a Digital Signature. 1histru sdesig Printed copies of this 221. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum si eetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MITek USA,Inc.FL Cait 6634 6604.Parks East 1314 Tempe FL 33610 Date: February 17,2021 - .........._. _..__....._.-... ---..__.......... ............... ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511 912 02 0 BEFORE USE. ` Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Addlllonal temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 ! Job Truss Truss Type Oty Ply T22883102 Sztankovits Res 1 J40997 B10 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:34 2021 Page 1 ID:7bBeRC90C1HXoRKgzpo36wy3oO7-4gOoiDnaU146JJcBhyPOkVOJoxiIHsAOGFYZGizkGBx 3-10-14 95.14 11-2-14 17-105 24-9-6 3-10-14 5-5-0 1-8 0 6-7-7 6 11-1 Scale=1:43.6 4.00 12 4x6= i 4x4= 2x4 II 4x12= 4 1 2 3x6 J 5 4x4 6 m 20 11 v 7 14 11 10 io 15 6 0 1¢ 2x4 II 4x6— I� s � 3x4= 1 13 12 3x4= 9 2x4 It 3x10= 3x8= 3x8= 3-10-14 9-6-14 16-0-14 22-6-14 22-10 14 24-9-6 3-10-14 5.8-0 6-6-0 6-6-0 0 4 1-10 8 Plate Offsets(X Y) [14:0-2 8 0-2 0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (toe) Udefi Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.06 10-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.48 Vert(CT) -0.15 10-12 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.92 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-AS Weight:143 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. 130T CHORD 20 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-13:2x4 SP No.3 WEBS 20 SP No.3*Except* 12-14:2x4 SP No.2,7-9:2x6 SP No.3 REACTIONS. (size) 15=Mechanical,9=0-8-0 Max Horz 15=-159(LC 4) Max Uplift 15=-181(LC 8),9=220(LC 8) Max Grav 15=999(LC 1),9=1218(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-15=-942/195,1-2=1173/259,2-3-1182/268,3-4=-1411/337,4-6=-1563/342 BOT CHORD 2-14=-375/134,10-12=-149/1205,9-10=-259/1499 WEBS 1-14-263/1415,12-14=-168/1294,3-12=576/144,4-12=57/479,4-10=-641362, 6-9=1733/331,7-9=260/102 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cad.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Budding Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. This Item has been 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. electronically signed and 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 Y g will fit between the bottom chord and any other members. Sealed by Finn,Walter, PE 7)Refer to girder(s)for truss to truss connections. using a Digital Signature. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Printed copies of this 15 1B1,s=zzo. document are not considered 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. Signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cart 9634 8804 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Vedty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/192020 BEFORE USE. �- Design valid for use only with Mrrek9 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi ly ek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrtcaaon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP/f Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I l l -_ Job Truss Truss Type oty Ply Sztankovits Res T22883103 C 1 J40997 i 611 Roof Special 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:35 2021 Page 1 ID:?bBeR090C1HXoRKgzpo36wy3oO7-Ys_BwZoCF2CzxTBKFtwfHiZWELx80PB9Vv16okzkG8w 3-10-14 10-10-14 16-8-14 22.45-14 24-9.6 3-10-14 7-0-0 5-10-0 5.10-0 2-2 8 Scale=1:42.8 4.00112 4x4= 2x4 II 4x8= 1 2 17 3 3x6 4 4x6 5 m u; 2x4 II 6 IN 12 9 7 0 1 II3 4x12 2 - I 3x4= l 11 10 8 2x4 11 48= 48= 3x6= 3-10-14 10-10-14 22-6-14 22-10 14 24-9-6 3-10-14 7-0-0 - - - 11-84) 0-4 1-10-8 Plate Offsets(X Y) [3:0-5 4 0-2-01 - LOADING (psf) SPACING- 2-0.0 CSI. DEFL, in (too) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,44 Vert(LL) -0.32 8-10 >853 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.65 8-10 >414 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-AS Weight:141 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT i HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-11:2x4 SP No.3,7-9:2x4 SP No.1 WEBS 1 Row at micipt 5-8 WEBS 2x4 SP No.3`Except* 10-12:2x4 SP No.2,6-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-185(LC 4) Max Uplift 13=182(1-13 8),8=220(LC B) Max Grav 13=999(LC 1),8=1218(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-944/198,1-2=-965/233,2-3=983/243,3-5=-1352/281,5-6=364/12,6-7=-362/0 BOT CHORD 2-12=430/157,8-10=-265/1473,7-8=0/322 WEBS 1-12=-240/1272,10-12=-126/1188,3-12=298154,3-10=0/267,5-10=-310/158, 5-8=1442/363,6-8=-324/166 ES. 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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. electronically Signed and 6)Refer to girder(s)for truss to truss connections, sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=lb) using a Digital Signature. 13=162,8=220. Printed copies of this 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum document are not considered sheetrock be applied directly to the bottom chord. signed and sealed and the signature must be verified on any electronic copies. Walter Ps Finn PE N0.22639 MiTek USA,Inc.FL Cect 6¢34 .6804 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2D20 BEFORE USE. �- Design valid Tor use onlywith MrrekO connectors.This design is based only upon parameters shown,and is loran Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS9TPI1 Quality Criteria,DSB49 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insrdute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type Qty Ply Sztankovits Res T22883104 C , J40997 i B12 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek industries,Inc. Wed Feb 17 10:24:36 2021 Page 1 ID:?b8eRO90C1HXoRKgzpo36wy3o07.03YZ7vogOMKgYdmWpNRupw6fQI0Flp3JkZlfKBzkG8v 3-10-14 8-10-14 15-8-14 22-6-14 24 3-10-14 5 0 0 6-10-0 6-10-0 2-2 8 Scale=1:42.8 3x4= 2x4 11 4x8= 4.00 112 1 2 3 3x8 4 3x4 zz- 5 d, 3x6 6 12 7�13 4x12= o 0 f 2x4 11 I$ 11 3x4 10 g 8.2x4 II 3x8= 5x5= 2x4 11 3-10-14 8-10-14 15-8-14 22-6-14 22-10 14 24-9-6 3-10-14 5-0.0 6-10-0 6-10-0 0 1-10 8 Plate Offsets(X Y) [3.0 5 4 0 2 0] [9:0 2 8 0 3 Ol LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.07 SAO >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.17 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.02 8 n/a n/a BCDLI 10.0 Code FBC20201TPI2014 Matrix-AS Weight:146 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied, 2-11:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 10-12:2x4 SP No.2,6-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-215(LC 4) Max Uplift 13=-183(LC 8),8=-219(LC 8) Max Grav 13=999(LC 1),8=1218(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-949/202,1-2=-795/209,2-3=794/211,3-5=-1132/263,5-6=1703/326 BOT CHORD 2-1 2=-31 711 2 2,9-'10=-23611551 WEBS 1-12=-211/1139,10-12=-86/1001,3-12=-304/85,5-10=630/168,6-9=-217/1468, 6-8=-11061270 NOTES- 1)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp S;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber 06L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to`the use of this truss component. 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. T111S Item has been 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. electronically Signed and 6)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) using a Digital Signature. 13=183,8=219. Printed copies of this 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum document are not considered sheetrock be applied directly to the bottom chord. signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MITek USA,Inc.FIL Cirt-8834 .69A Parks East Blvd. FL 33610 Date. February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.511 912 02 0 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTPI1 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I I Job Truss Truss Type Qty Ply Smankovits Res T22683105 1 1 J40997 I B13 Roof Special Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi I ek Industries,Inc. Wed Feb 17 10:24:37 2021 Page 1 ID:7b6eR090C1NXORKgzpo36wy3oO7-UF5xLEpSngShAnKIM4y7M7enZBiNUJ2SzOnDsdzkG8u 3-10-14 6-10-14 14-9-2 22-10-14 3-10-14 3-0-0 7-10-4 8-1-12 3x4= 2x4 II 4x8= 4.00 L12 Scale=1:40.2 1 2 3 3x6 ZZ 4 3x4 5 rD rb 3x10 6 12 8 13 4x8- v 2 4 II r r r 11 10 9 _ 7 1x4 II 3x8= 4x4= 3x6 3x4 II 3-10-14 6-10-14 14-9-2 22-10-14 3-10-14 3.0.0 7-10-4 8.1-12 Plate Offsets(X Y) [3:G-5-4 0-2-41 [12:0-2-12 0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.09 9-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.21 9.10 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.46 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:144 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-11:2x4 SP No.3 WEBS 1 Row at midpt 5-10 WEBS 2x4 SP No.3*Except* 10-12:2x4 SP No.2,6-7:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,7=0-8-0 I Max Horz 13=-248(LC 4) Max Uplift 13=-186(LC 8),7=182(LC 8) Max Grav 13=1014(LC 1),7=1014(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-967/209,1-2=-688/198,2-3=680/196,3-5=-952/234,5-6=1782/340, 6-7=934/209 BOT CHORD 9-10=-23611612,7-9=-72I409 WE Si 1-12=-195/1071.10-12=-31/895,3-12=310/111,5-10=883/221,6-9=-166/1211 NOTES. 1)Wtrid:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6,Opsf;BCDL=4.0psf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat!II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer I Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component, 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. This Item has been 5)'Tlijs 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, electronically signed and 6)Refer to girder(s)for truss to truss connections, sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=ib) using a Digital Signature. 13=186,7=182. Printed copies of this 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sheetrock be applied directly to the bottom chord. signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL C9.46634 6804 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 �r I®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,2670 Crain Highway,Suitb 203 Waldorf,MD 20601 Tampa,FL 36610 i I Job Truss Truss Type Oty Ply Sztankovits Res T22883106 � I 1 1 J40997 I B14 Roof Special Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 202U MiTek Industries,Inc. Wed Feb 17 10:24:38 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-zR(JYag4YzaYowvvwnTMvLB VY57DIDCBtWmP3zkG8t 10-14 10-1 10-9-11 16-8-9 22-10-14 10-14 1 0 0 5-10-13 5-10-13 6-2-5 t Scale=1:44.8 3x4= 48 11 4.00 112 1 2 3x4 3x8 3 4 Id 3x4 i 5 I r 5x6 6 14 4x8— o 13 9 m 2x4 11 12 11 10 8 7 3x4 II 4x8= 3x6= 3x4 It 44= 3-10-14 10-9-11 16-8-9 22-10-14 3-10-14 6-10-13 5-10-13 6-2-5 ' Plate Offsets(X Y) 12:0 2 13 0-2 0] 113:0-2-8 0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCI,L 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) -0.06 8-10 >999 240 MT20 244/190 TCDL 16.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.13 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC20201TPi2014 Matrix-AS Weight:146 111 FT=20% LUMBER- BRACING- TOP C ORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT C ORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 2-11:2x4 SP No.3 10-0-0 oc bracing:11-13 WEBS 2x4 SP No.3*Except* 10-13:2x4 SP No.2 REACTIONS. (size) 14=Mechanical,7=Mechanical Max Horz 14=-278(LC 4) Max Uplift 14=-180(LC 8),7=179(LC 8) Max Grav 14=1036(LC 1),7=1022(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=-979/207,1-2=-756/215,2-3=860/203,3-5=-1388/294,5-6=1802/333, 6-7=954/200 BOT CHORD 8-10=244/1648,7-8=-441272 WEBS 1-13=-195/1110,10-13=-145/1228,3-13=-616/188,5-10-447/124,6-8=-202/1390 NOTES- 1)Wm :ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70111;eave=Bft; Cat 1 il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DO111=1.60 plate grip DOL=1.60 2)Buiding Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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. electronically Signed and 6)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) using a Digital Signature. 14=�80,7=179, Printed copies of this 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sheetrock be applied directly to the bottom chord. signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22836, MiTak USA,Inc.FL Cent 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web ancVor chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSNTP11 quality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 C � Job Truss Truss Type Qty Ply Sztankovits Res � T22883107 J40997 I B15 Roof Special 1 1 Job Reference o tional East Cc ast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 1710:24:39 2021 Page 1 ID:7b8eRO9OC1HXoRKgzpo36wy3oO7-ReDhmwriJHiPP4U5UV?bRYk8kyQby7ZIQXGKxVzkGBs 2-10.14 3-to- 10-1-11 16-4-9 22-10-14 2-10-14 1-1 6-2-13 6-2-13 16.6-5 4.00112 Scale=1:46.7 1 2 3 2x4 11 I 3x4 4 3x6 5 3x4 6 5x6 7 iqq13 - 10 14 4x12 3x6= 12 11 9 B 3x4 II 48= 3x6= 3x4 II 4x4= i 3-10.14 10-1-11 16-4-9 22-10-14 ' 3-10-14 ' 6-2-13 6-2-13 6-6-5 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 9-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 9-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.02 8 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:157 lb FT=20% LUMEIER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. 3-12:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 11-13:2x4 SP No.2 REACTIONS. (size) 14=Mechanical,8=Mechanical Max Horz 14=-308(LC 4) Max Uplift 14=-189(LC 8),B=180(LC 8) Max Grav 14=1018(LC 1),8=1018(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-647/232,34=696/187,4-6=-1319/286,6-7=-1797/336,7-8=947/202 BOT CHORD 1 3-1 4=0144 7,3-13=-295/139,9-11=-244/1641,8-9=-48/292 WEBS 2-14=960/176,2-13=-253/1003,11-13=-139/1152,4-13=-716/199,6-11=515/140, 7-9=-198/1361 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b -0-P g al y 2 0 wide will fit between the bottom chord and any other members. This Item has been 6)Refer to girder(s)for truss to truss connections, electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 8)Th14=189,8=180. using a Digital Signature. is truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum copies Of this shoetrock be applied directly to the bottom chord. Printed CO p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 Mi rek USA,Inc:FL IIort 6634 6904 Parke East Blvd.Tampa FL 33610 Date; February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Nit building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPil Quality Made,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 c Job Truss Truss Type Oty Ply Sztankovils Res T22883108 1 1 J40997 B16 Roof Special Jab Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. wed Feb 17 10:24:40 2021 Pagel ID:?b8eR090C1 HXGRKgzpo36wy3o07-vgn4zGrL4bciG1 E312C Wq_mGJ WMmrhdGufB?tTyzkGBr 10.1 3-10.14 10-1-11 16-4-9 22-10-14 10.1 3-0-0 6-2-il 6-2-13 6-6-5 Scale=1:50A 1 6x8` 4.00 12 2x4 11 2 3x4 3 3x6 4 3x4 5 I 5x6 m 6 d 12 9 1 �¢ 13 4xl2= 3x4 II 11 10 B 7 3x4 It 4x6= 3x6= 3x4 11 44= 3.10-14 10.1-11 16-4-9 22-10-14 3-10.14 1%13 6-2-13 6-6-5 Plate Offsets(X Y) [1.0-1 8 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 Vert(LL) -0.06 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.14 B-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.69 HOrz(CT) 0.02 7 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:157 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals, BOT CHORD 20 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-11:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 1-13:2x6 SP No.3,10-12:2x4 SP No.2 REACTIONS. (size) 13=Mechanical,7=Mechanical Max Harz 13=-347(LC 4) Max Uplift 13=-190(LC 8),7=178(LC 8) Max Grav 13=1014(LC 1).7=1014(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=-956/216,1-2=-656/229,2-3=683/178,3-5=-1308/280,5-6=1790/331, 6-7=-943/200 BOT CHORD 12-13=-1381279,2-12=3591130,8-10=23911633,7-8=481291 WEBS 1-12=-268/1179,10-12=131/1132,3-12=-718/202,3-10=-9/253,5.10=-520/141, 6-8=-19311355 NOTES. 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat'.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1,60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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 wi10iit between the bottom chord and any other members, electronically Signed and 5)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joini(s)except Qt=lb) using a Digital Signature. 13;190,7=178. Printed copies of this 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 112"gypsum document are not considered sheietrock be applied directly to the bottom chord. signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22939 MiTek USA,Inc.FL Cart 6634 6904.Park@ East Blvd.Tempe FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vedy the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members onty. pp�pT Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. ` Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type Qty Ply B17 Monopitch 1 1 Sztankovits Res T22883109 J40997 Job Reference o ti0nal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mr rek Industries,Inc. Wed Feb 17 10:24:41 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3oO7-NOLSAcszquy6fOeUbw13WzpPg101Q272trI000zkGBq 3-10-14 10-1-11 16 4-9 22-10-14 3-10-14 6-2-13 6-2-13 6-6-5 4.00112 Scale=1:48.8 1 2x4 II 3x6 23 j 3x4 4 3x6 5 4x6 6 i 3x4 11 7 12 10 9 0 w 13 412 2x4 II x 11 4x10= 8 4x4 II 3x6— 3x8= 3-10-14 13-3-2 22-10-14 3-10-14 9-4- 9-7-12 Plate (Offsets(X,Y)— j2:0-2-4,0-1-81 LOApING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.96 Vert(LL) -0.15 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.89 vert(CT) -0.33 10-11 >809 180 BCLL 0.0 Rep Stress Incr YES WE 0.78 Horz(CT) 0.03 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-AS Weight:151 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 3-11:2x4 SP No.3 WEBS 1 Row at midpt 6-8 WEBS 2x4 SP No.3*Except* 10-12:2x4 SP No.2,7-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-348(LC 4) Max Uplift 13=-190(LC 8),8=178(LC 8) Max Grav 13=1014(LC 14),8=1014(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 1-13=-958/226,1-3=-669/230,3-4=-690/181,4-6=-1532/307,6-7=-439/104, 7-8=331/101 BOT CHORD 1 2-1 3=-1 431280,3-12=-372/122,8-10=253/1588 WEBS 1-12=-271/1193,1D-12=-171/1134,4-12=-787/228,4-10=14/396,6-10=-286/158, 6-8=-1375/254 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 This item has been will fit between the bottom chord and any other members, electronically signed and 5)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) using a Digital Signature. 13=190,8=178. Printed copies of this 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum p sheetrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MiTsk USA,Inc.FL Cart 6634 8804 Parks East Blvd.Tampa FL 33810 Data: February 17,2021 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2D20 BEFORE USE. Design valid for use only with MTek0 connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Duality Criteria,DSB.89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tampa,FL 36610 I Job Truss Truss Type City Ply Sztankovits Res + T22883110 J40997 BIB Monopitch 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:42 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-rDvgOytbbC4zGYDg9dY13BLar9M 9TWB6VU YgzkG8p 3-10-14 10-9-3 17-7-8 i 24.9-6 3.10-14 6-10-5 6-10-5 7.1-14 ' 4.00112 Scale=1:49.1 2x4 II 3x6 23 i 3x4 4 3x6 5 46 6 2x4 11 7 13 11 10 8 2x4 ll 4x12= rQ 10 12 WO= 9 3x4= 1'� r 4x4 II 3x6= 3x6= 3-10-14 13-2-14 22-6.14 22-d0,14 24-9-6 3-10-14 9-4.0 9-4-0 04 0)8 Plate_Offsets(X,Y)- [2:0-2-4 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefi Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.16 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) -0.34 11-12 >782 180 BCLLI 0.0 Rep Stress Incr YES WE 0.96 Horz(CT) 0.03 9 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT i HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 3-12:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 11-13:2x4 SP No.2,7-9:2x6 SP No.3 REACTIONS. (size) 14=Mechanical,9=0-8-0 Max Horz 14=-345(LC 4) Max Uplift 14=-187(LC 8),9=214(LC 8) Max Grav 14=1003(LC 14),9=1218(LC 1) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-14=943/224,1-3=-664/230,3-4=-693/179,4-6=1482/285 BOT CHORD 13-14=-121/277,3-13=-393/130,9-11=252/1482 WEBS 1-13=-271/1179,11-13=-186/1167,4-13=-805/233,4-11=0/310,6-9=-1642/336, 7-9=-274/122 NOTES- 1)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to;the use of this truss component. 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 This item has been will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. electronically signed and 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 14=187,9=214. using a Digital Signature. 7)Ttiis truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies Of this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22639 MiTek USA,Inc.FL Cart 6894 6904 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based any upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i � i Job Truss Truss Type Qty Ply Sztankovits Res T22BB3111 J40997 B19 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:43 2021 Page 1 ID:7b8eRO9OC1HXoRKgzpo36wy3o07JPTCbluDMWDquiosjL3XcOuoC7-mquzpLL9EX4HzkG8o 8-6 7-10.14 13-5-3 16.11.8 24-M 8-6 7.2-8 5-6.5 Ili 5 5.9.14 4.00 112 Scale=1:49.5 1 4x8 M18SHS &B zz- 2 3x4 11 3 i 5x5 4 I i 4x6 5 2x4 11 6 d 17 12 10 9 13 5x12- 7 0 3x4 101Id 11 4x12 = 3x4= _ •8 3x4 11 3x6- 3x6= 7-10.14 15-2-14 22-6-14 22-10 14 24-116 7-10-4 74-0 7-4-0 0.4 1-10-8 Plate Offsets(X Y)- [1:0-2-0 Edge],14:0-2-8,0-3-01 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.18 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.34 12-13 >796 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.04 8 We n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-AS Weight:148 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 3-11:2x4 SP No.3 WEBS 1 Row at midpt 1-13 WEBS 2x4 SP No.3*Except* 10-12:2x4 SP No.2,6-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-345(LC 4) Max Uplift 13=-187(LC 8),8=214(LC 8) Max Grav 13=1219(LC 14).8=1343(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-13=1036/224,1-3=-1580/367,3-4=-1468/268,4-5=-1799/295 BOT CHORD 12-13=-1051276,3-12=-529/199,8-10=234/1540 WEBS 1-12=-361/1898,10-12=-188/1616,4-12=-405/134,5-8=1795/326 1 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Alllplates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. This item has been 6)Refer to girder(s)for truss to truss connections. electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) sealed by Finn,Walter, PE 13?187,B=21a. using a Digital Signature. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum she Printed copies of thisetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,166.FL Cart 6034 6804 Parks East Blvd.Tampa FL 33610 Date: I February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type oty Ply Sztankovits Res T22883112 j I J40997 B20 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek industries,Inc. Wed Feb 1710:24:44 2021 Page 1 fD:?bBeR090C1HXoRKgzpo36wy3o07-nbOapevr7pLhWrN3R2am8cRoVz7idSCUapz5cizkG8n 249-6 2-8-4 7-10.14 13.5.3 1&11-6 2•&4 fr5 5-6-5 5-2-10 5- &9-14 Scale=1:46.1 5x5= 1 2 4.00 12 2x4 11 3 5x5 4 to b t- 4xB 5 12 10 2x4 11 13 5x1 42— 6 — 3x6= 7 c5 I� 3x4 11 410= 8 axe= 3x0= 3x4 11 2-6-4 7-10-14 15-2-14 22-6-14 224 0 14 24-9-6 2-&4 5-2-10 7.4-0 7.4.0 0.4 1-10.8 Plate Offsets X Y— 4:0-2-8 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) -0.13 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.29 12-13 >926 180 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(CT) 0.05 8 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-AS Weight:149 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 20 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 3-11:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 10-12:2x4 SP No.2,6-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-289(LC 4) Max Uplift 13=-181(LC 8),8=220(LC 8) Max Grav 13=999(LC 1).8=1218(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1690/380,3-4=-16601313,4-5=15661309 BOT CHORD 12-13=0/461,3-12=-393/158,8-10=243/1364 WEBS 2-13=-954/201,2-12=-302/1549,10-12=-238/1663,4-10=-4421115,5-8=-1651/336 1 NU ES- 1)Wind:ASCE 7-16;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=7011;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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 chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically Signed and 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE 13;181,8=220. using a Digital Signature. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22830 MiTek USA;Inc:FL Celt 6634 604 Parka East Blvd.Tampa FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. �- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing or trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-99 and SCSI Building Component 6904 Parke East Blvd. Saretjrinformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I i Job Truss Truss Type Qty Ply Sztankovits Res s' T22883113 J40997 I B21 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:45 2021 Page 1 ID:7b8eR09OC1HXoRKgzpo36wy3o07-FoazOzvTu7TY7?yFgm6?hpzBvNSaMrUdoTjje99zkG8m 46 6 7-10-14 15-3-2 22-10-14 74-4 7-7-12 Scale=1:43.8 3x4 II 5x5= 4.00 r12 1 2 2x4 II 3 3x8 4 3x4 5 ,9 N n I i 11 8 3x10 12 Bx8= 6 0 3x6= I� 10 9 7 3x4 11 4x8= 3x6 3x4 11 7-10-14 15-3-2 22-10-14 7-10-14 74-4 7-7-12 Plate Offsets(X,Y)— 111:0-2-0,0-3-41 I LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.13 11-12 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.28 11-12 >959 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:139 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. 3-10:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 9-11:2x4 SP No.2,6-7:2x6 SP No.3 REACTIONS. (size) 12=Mechanical,7=0-8-0 Max Horz 12=-262(LC 4) Max Uplift 12=-183(LC 8).7=185(LC 8) Max Grav 12=1014(LC 1).7=1014(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1694/369,3-5=-1744/326,5-6=1790/348,6-7=-935/212 BOT CHORD 11-12=01801,3-11=-372/148,7-9=66/371 WEB 2-12=-1092/219,2-11=-232/1290,9-11=-247/1651,5-9=526/168,6-9=-182/1266 NOTES- 1)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This item has been 6)Refer to girder(s)for truss to truss connections. electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE 12=1B3,7=185. using a Digital Signature. 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies Of this sheetrock be applied directly to the bottom chord. P document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTek USA,Inc.FL Cort8634 8904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job 1 Truss Truss Type Qty Ply Sztankovits Res T22883114 J40997 B22 Common 3 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi7ek Industries,Inc. Wed Feb 17 10:24:46 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-k_BLEJw5fRbP19XROTdED1WM_mnf5HFnl7SBhbzkGBl 5-9-3 11-2-14 17-10-5 24-9-6 5-9-3 5-5-11 B-7-7 Scale=1A2.2 06= 3 4.00 12 3x8 c 4 40 2 06 5 04 11 2x4 Ii 1 6 7 I� 12 11 10 9 U 13 3x4= 3x6= 3x4= 8 3x4= 3x6= 3x6= 3x6= 7-8-10 15-1-12 22-6-14 22-10 14 24 9� 7-8-10 7-5-2 7-5-2 0-4- 1-10 B 1 LOADING (psi) SPACING- 2-0-0 cSi. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.08 12-13 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.17 10-12 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(CT) 0.05 8 We nla BCDLI 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:122lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3'Except' WEBS 1 Row at mfdpt 2-13 6-8:2x6 SP No.3 REACTIONS. (size) 13=Mechanical,8=0-8-0 Max Horz 13=-128(LC 6) Max Uplift 13=-181(LC 8),8=221(LC 8) Max Grav 13=999(LC 1),8=1218(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-301/88,2-3=1547/335,3-5=-1544/323,1-13=-265/87 BOT CHORD 12-13=-247/1500,10-12=-152/1202,8-10=-263/1490 WE13 3-12=-43/404,3-10=-281349,2-13=14341264,5-8=17091344,6-8=-2581106 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer i Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)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. 6)Refer to girder(s)for truss to truss connections.7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint($)except Ot=lb) This Item has been 13'181,6=221. electronically signed and 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 112"gypsum sealed by Finn,Walter, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE N0.22859 MiTak USA,Inc.FL CartES34 6904 Parks East Blvd.Tampa FL 33610 i Date: February 17,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not ' a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job FC01sGE Truss Type Qty Ply Sztankovits Res T22883115 J40997 Common Supported Gable 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:47 2021 Page 1 ID:?b8eRC9OC1 HXoRKgzpo36wy3oO7-CAijRfxkQkjGNJ5eyA8TmE3asADmgxwwGnCID2zkGBk 11-6-8 23-1-0 11-6-8 11-0-8 Scale=1:38.6 4x4= 7 8 4.00 12 e 5 9 4 10 3x4 3 11 3x4 2 12 1 13 I 4x8 II axe I 23 22 21 20 19 18 17 16 15 14 3x6= 21-2-8 23-1-0 1-10-8 Plate Offsets(X Y)— 11:0-3-8 Edge] f13.0-3-8 Edge] 21-2-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) n/a file 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.23 Vert(CT) n/a nla 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) -0.01 14 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-S Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 19-4-0, (lb)- Max Horz 23=-86(LC 6) Max Uplift All uplift 100 lb or less at joint(s)19,20,21,22,17,16,15 except 23=-211(LC 8),14=-133(LC 5) Max Grav All reactions 250lb or less atjoint(s)20,21,22,17,16,15 except 19=418(LC 1),23=443(LC 17), 14=443(LC 18) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP IHORD 1-3=-145/450,3-4=95/416,4-5=-83/432,5-6=55/430,6-7=-29/426,7-8=-29/426, 8-9=-55/430,9-10=80/432,10-11=108/416,11-13=139/450 BOT CHORD 1-23=386/148,22-23=386/148,21-22=-386/148,20-21=386/148,19-20=386/148, 17-19=-386/148,16-17=-386/148,15-16=-386/148,14-15=-386/148,13-14=-386/148 WEBS 7-19=-377/60,3-23=-292/129,11-14=292/62 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15111;B=108ft;L=70ft;eave=2ft; Catl ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 5)All plates are 1x4 MT20 unless otherwise indicated. electronically signed and 6)Gable studs spaced at 2-0-0 oc. sealed by Finn,Walter, PE 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. using a Digital Signature. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Printed copies of this will lfit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)19,20,21,22,17, document are not considered 16,I15 except(jt=lb)23=211,14=133. signed and sealed and the 10)Non Standard bearing condition. Review required. signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL Cbrt 6634 6804 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SefefYlnlormatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i . I Job Truss FTrusssoType Qty Ply Sztankovits ResT22883116 J40997 CO2 r 5 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:48 2021 Page 1 ID:?1b8eR090C1 HXoRKgzpo36wy3oO7-gMG5e7yMB2r7_TggWufiJSbmwaWJZF24URxilUzkG8j _2-6-8 7-0-8 116-8 16-0-8 20-6-8 23-1-0 2-6.8 4.6-0 4.6-0 4.6-0 4-6-0 2.6.8 Scale=1:39.1 4x4= 4 4.00 12 3x4% 3x4 3 5 3x8 3x8 2 10 6 1 5x8= d 11 9 ' Io 5x5: 5x5 zz e ° 12 2.50 F12 8 3x4= 3x4= 5x6= 5x6= 1-10-8 -6-8 7-0-8 11-6-8 16-0-8 20-6-8 1-2 23-1-0 1-10 8 8 0 4-6-0 4-0-0 4 6-0 4fi-0 8A 1-10-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.08 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC' 0.40 Vert(CT) -0.19 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(CT) 0.10 8 file n/a BCDL 10.0 Code FBC20201TPI2014 Matrix-AS Weight:108 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 6-8,2-12:2x6 SP No.3 REACTIONS. (size) 12=0-8-0,8=0-8-0 Max Horz 12=89(LC 7) Max Uplift 12=-259(LC 8).8=184(LC 8) Max Grav 12=1039(LC 1),8=1039(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1723/269,3-4=-1733/285,4-5=1733/285,5-6=-1723/298 BOT CHORD 11-12=-284/131,10-11=195/1615,9-10=-223/1615,8-9=272/78 WEBSi 4-10=71/749,5-9=319/102,6-9=-272/1836,6-8=-905/201,3-11=319/113, 2-11=-313/1836,2-12=905/229 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat!ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 fd between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) This item has been 12=25s,6=18a. electronically signed and 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sealed by Finn,Walter, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. 9 9 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL Cert 6634 6904'Perko East Blvd.Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTP/1 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type oty Ply Sztankovits Res T22883117 i 1 J40997 CO3 Roof Special 1 Job Reference(optional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:24:49 2021 Page 1 ID:?b8eRO90C1HXoRKgzpo36wy3oO7.8ZgTSLyyMz_cdFO3bAxrf8wv_rUlhjDj5hslwzkG8i 2-rr8 7-0-8 11.6.8 16-6-8 2a-8.0 2-CrB 4-rr0 - 4.6.0 5.0.0 3.11.8 0.8-8 Scale=1:38.3 46= 4 ` 4.00 12 3x4 412= 2x4 II 3x6= 3 5 6 7 3x10 I� 2 13 a ry 5x8= 0 a e qq 4 1 14 12 = 2x4 11 Y ,p Sx6= 44= 2i a a 11 10 a 2x4 11 15 2.50 F12 3x4= 5x6= 21-2-8 1-10-8 2E-9 7-0-8 11b8 16E8 20-0-0 OS O 1-10.8 0$-0 4" 4S0 5-0-0 35-8 A-8 Plate Offsets X Y— 9:0-2-4 0-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (too) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Ver1l -0.08 13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.47 Vert(CT) -0.19 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.07 8 n/a n/a BCDL 1D.0 Code FBC202O/TPI2014 Matrix-AS Weight:110 lb FT=20% LUMBER. BRACING- TOP CHORD 2x4 SP Ncl TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT dHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. Except: 6-11:2x4 SP No.3 10-0-0 oc bracing:9-11 WEBS 2x4 SP No.3*Except* 7-8,2-15:2x6 SP No.3,9-12:2x4 SP No.2 REACTIONS. (size) 8=0-8-0,15=0-8-0 Max Horz 15=99(LC 7) Max Uplift 8=-140(LC 8),15=263(LC 8) Max Grav 8=826(LC 1),15=1075(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1824/308,3.4=-1899/347,4-5=1903/344,5-6=-813/157,6-7=-755/145, 7-8=701/125 BOT CHORD 14-15=-293/84,13-14=-280f1711,12-13=-319/1851 WEBS 2-15=-940/243,2-14=-352/1933,3-14=342/120,4-13=95/822,5-12=-570/152, 9-12=-282/1685,5-9=982/176,7-9=-1571922 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 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. e12CtrOnIC811y Signed and 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 sealed by Finn,Walter, PE willfit between the bottom chord and any other members. using a Digital Signature. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except Qt=1b) Printed copies of this 8=140,15=263. document are not considered 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum shl:etrock be applied directly to the bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22830 MiTek USA,inc.FL'Cart 034 6004.Parke East Blvd.Tampa FL 33610 Date: i February 17,2021 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Wek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSLITF11 quality Criteria,DSO-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldod,MO 20601 Tampa,FL 36610 I Job Truss Truss Type oty Ply Sztankovits Res T22883118 J40997I C04 Roof Special 1 1 Job Reference o lional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:49 2021 Page 1 ID:7bBsRO90C1 HXORKgzpo36wy3o07-8ZgTslyyMz_cdFO3bAxrfBuj_gzlhaDj5hs IwzkGBi 2.8.8 7-0-8 11-6-8 14-6-a 20-6-0 1-2-8 2-s-e 4-6-0 4-6-6 3-0-0 5-11-8 ae-e Scats=1:38.5 4.00 12 4x4= 5 4x8= 3x8= 3x8 3x4� 6 7 4 3 19 c1 N 3x10 2 13 e 5x8= 12 e O 1 14 3x4= Bx6_ 5x8 It 11 e e 1x4 ll 10 e e 15 2.50 12 3x4= 5x6= 21-2-8 110-a 2b-a 74" 11.66 14-6-8 20-a0 20&M 1-148 TO-0.0 4-6-0 4.6-0 3-a0 5-5-8 b-d 0—' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) -0.11 10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.21 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(CT) 0.07 8 nla nla BCDL 10.0 Code FBC2020frP12014 Matrix-AS Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:8-9 7-8,2-15:2x6 SP No.3 REACTIONS. (size) 8=0-8-0,15=0.8-0 Max Horz 15=113(LC 7) Max Uplift 8=-130(LC 8),15=261(LC 8) Max Grav 8=853(LC 1),15=1078(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-18421307,3-5=-1885/338,5-6=1869/344,6-7=-1685/298,7-8=-734/165 BOT CHORD 14-15=308/81,13-14=-285/1729,12-13=-321/1996 WEBS 2-15=942/240,2-14=-352/1956,3-14=342/123,5-13=130/914,6-13=-313/64, 6-12=-860/208,7-12=-257/1556 NOTES- 1)Unlialanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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)'TF is 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 item has been will fit between the bottom chord and any other members. This This electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) Y g 8=1130,15=261. sealed by Finn,Walter, PE 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MiTek USA,Inc.FL Carl6634 W Parke East Blvd.Tampa FL 33610 Date: I February 17,2021 I®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use only with Mr rek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not IS a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall r building design.Bracing indicated is to prevent buckling of individual truss web Mi and/or chord members only.Additional temporary and permanent bracing OW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovits Res d T22883119 J40997 C05 Roof Special 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:50 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3oO7clOr3hzcjf5rEngDdJhBOth5TOB718sNyloPgNzkG8h 2.9.8 7-0-8 11-0-8 12-6.8 16-0.4 20-6-0 21-2-8i 2.8.8 4-6-0 4-6-0 1.0-0 3-11-12 3.11.12 Scale=1:38.5 i 4.00 F12 4x4= 4x4= 1x4 II 3x8= 5 6 7 8 3x8 3x4 4 3 ab N M 3x10 2 14 d s 5x8= 1 e e o 1 13 15 3x4 II Bx6= 4x10= 12 e e s 1x4 l 11 16 2.51) 12 3x4= 5x6= 21-2-8 1-10.8 2-6-8 7-0-8 11-6-8 16-6-4 20.60 1-140 0$-0 4-U 4-5-0 4.11.12 35-12 0 1 Plate:Offsets(X Y)— [13:0-2-8 Edge) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.10 11 >999 240 MT20 244/190 TCDI 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.21 11 >999 180 BCLLI 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.07 9 We n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:9-10 8-9,2-16:2x6 SP No.3 REACTIONS. (size) 9=0-8-0,16=0-8-0 Max Horz 16=138(LC 5) Max Uplift 9=-131(LC 8),16=260(LC 8) Max Grav 9=853(LC 1),16=1078(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP i CHORD 2-3=-1840/306,3-5=-1892/341,5-6=-1804/340,6-7=-1369/278,7-8=-1298/253, B-9=745/167 BOT CHORD 15-16=-317/76,14-15=-288/1724,13-14=-285/1808 WEBS 2-16=-944/241,2-15=-351/1952,3-15=3391122,5-14=105/815.6-13=-558/80, 8-13=224/1289,7-13=-417/144 NO ES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;.end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to Ithe use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)THIS truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(jt=lb) using a Digital Signature. 9=131,16=260. f t 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies 0 his stieetrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 M[Tek USA,Inc.FL'Cert 6834 6904 Per East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Nit building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I 1 I Job Truss Truss Type Qty Ply Sztankovits Res .i T22883120 J40997 I C06 Half Hip 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:51 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-4xyEH1—EUzOirwPPBOCQw4DFOnXWmbgWBPAyMpzkG8g 21-2-e 2E-8 7-0-8 12E8 161r4 2060 20-9r0 2-0-8 4-6-0 5-" 3.11-12 3-11-12 0-5-9 Scale=1:37.8 4.00 FIT 5x5= 1x4 II 3x8= 5 8 7 3x8 3x4 4 3 c� 3x10-- ff l� 2 19 d e e 5x5= 1214 e e o 1 14 11 8x6 010= 11 e e e 1x4 I 10 15 2.50 12 3x4= 5x6= 21-2-8 1-10-9 2.6-8 7-0-8 11-6-8 16-6-0 20-40 1-10-9 OA-0 4-64 4-" 4-11-12 38-12 0-" Plate Offsets(X,Y)— 112:0-3-12,0-0-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) -0.11 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.50 Vert(CT) -0.21 10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.06 8 We file BCDLL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:120 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3'Except' 10-0-0 oc bracing:8-9 7-8,2-15:2x6 SP No.3 REACTIONS. (size) 8=0-8-0,15=0-8-0 Max Horz 15=165(LC 5) Max Uplift 8=-132(LC 8),15=259(LC 8) Max Grav 8=853(LC 1),15=1078(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1869/317,3-5=-1831/323,5-6=1079/236,6-7=-1033/220,7-8=-749/169 BOT CHORD 14-15=-343/77,13-14=-330/1774,12-13=-271/1422 WEBS 2-15=-936/238,2-14=-368/1996,3-14=350/126,5-13=109/783,5-12=-517/89, 7-12=-189/1081,6-12=-366/127 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been will fit between the bottom chord and any other members. electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s)except(it=lb) sealed by Finn,Walter, PE 8=132,15=259. using a Digital Signature. 8)Tf is truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22888 MITek USA,Inc.FL Cert 6634 6904 Patio East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall Nil building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mirek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?plf Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res s T22883121 J40997 C07 Half Hip 1 1 i Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 1710:24:52 2021 Page 1 ID:7b8eRO90C1 HXoRKgzpo36wy3o07-Y8VcU N?sFHLZT4_bikkf rlmJ[BspV 1 ZfP3vWuFzkGBf 2-641 7-0-8 14-6-8 20-6-0 21.2-81 2-6-8 4 s o 7.60 5-11-6 o7e-6 Scale=1:37.5 4.00 12 5x6= 3x8= 5 18 6 3x8 4 3x4 d 3 4 3x10 2 12 I 5x5= 13 11 ' 3x4 axe 5x8 ll 10 e e 1x4 9 14 2.50 12 3x4= 5x8= 21-2-8 1.10-8 ,2-6-8, 7-0.8 11-6.8 , 14-0.8 20-0-0 20E0 1-10-8 'OA-0� 48-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.11 9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.21 9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(CT) 0.06 7 n/a n/a BCDL 10.0 Code FBC2020ITPI2014 Matrix-AS Weight:121 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:7-8 6-7,2-14:2x6 SP No.3 REACTIONS. (size) 7=0-8-0,14=0-8-0 Max Horz 14=195(LC 5) Max Uplift 7=-133(LC 8),14=258(LC 8) Max Grav 7=853(LC 1),14=1078(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1924/339.3-5=1764/302,5-6=866/207,6-7=-752/172 BOT CHORD 13-14=-382/83,12-13=-344/1864,11-12=-194/990 WEBS 2-14=-921/231,2-13=-403/2082,3-13=370/135,5-12=130/935,5-11=637/171. 6-11=-175/959 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied rdof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chard 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 This item has been will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) electronically signed and 7=133,14=258. sealed by Finn,Walter, PE 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Welter P.Finn PE No.22839 MiTek USA,Inc:FL COI:6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MTeM connectors.This design Is based only upon parameters shown,and is for an Individual building component,not �w a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 E , Truss Truss Type Oty Ply Szlankovits Res T22883122 COB Half Hip 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:53 2021 Page 1 ID:7bBeR090C1HXoRKgzpo36wy3o07-OK3_ijOUOaTP5EZnIRFuOVJbzb9cEUepejf3RhzkGBe 2-r>8 7-0-8 11-6-8 16-6.8 20.6-0 21-2J 2b8 4.6.0 4-60 5.0.0 3-11-8 Scale=1:38.6 5x5= 2x4 II 4.00 12 7 6 3x4 3x6 5 4 3x4 3 6 3x10 rrI 2 13 d s 5x8= e e 0 1 14 12 : 3x8= 6x6 5x8 // 11 ` f 1x4 II 10 f 15 2.50 12 3x4= 5x6= 21.2-8 1-10.8 2$A 7-0-8 11-6-8 14-10.7 1650 20-0.0 20E-0 11-1��OA-0-0 4E-0 l— 3315 1-8.1 35-8 0-0-a LOAD NG (pso SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.11 10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.24 10 >936 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:125 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. Except: WEBS 2x4 SP No.3*Except* 10-0-0 oc bracing:8-9 7-8,2-15:2x6 SP No.3 REACTIONS. (size) 8=0-8-0,15=0-8-0 Max Horz 15=225(LC 5) Max Uplift 8=-134(LC 8),15=257(LC 8) Max Grav 8=853(LC 1),15=1078(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1836/301,3-5=-19051347,5-6=889/193 BOT CHORD 14-15=-375/74,13-14=329/1785,12-13=-313/1833,9-12=-139/641,8-9=137/644 WEBS 2-15=-947/241,2-14=-345/1944,3-14=332/119,5-13=106/783,5-12=-1276/265, 6-12=-66/549,6-8=830/169 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat,11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) electronically signed and 8='134,15=257. sealed by Finn,Walter, PE 8)Tlis truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Firm PE No.22839 MiTek USA,Inc.FC Cert8634 ,6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 02 0 BEFORE USE. �- Deslgn valid for use onlywhh MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Im building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek- is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 JJ b Truss Truss Type Qty Ply Sztankovits Res T22883123 40997 C09 Roof Special 1 1 Job Reference o banal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:54 2021 Page 1 ID:968eR090C1 HXoRKgzpo36wy3c07-VWdMv207nubGi08_s9m7Yjrk47W8z7vylNOcz8zkG8d 21-2-8 2--2 8.10-8 15-6-8 17-8-8 19.9-0 ,20-6-01 2-2-8 6-8-0 6.8-0 2-0.0 2.2.8 0.9-0 .18 4x8 II 3x8= Scale=1:39.3 4.00 12 5x5= 4x4= 7 8 5 3x6 4 1x4 II 4 3 3x6 i 2 10 e e 1 0 x12 = 2x4 II e 15 14 20 21 13 12 11 16 3x8= 3x4= 2x4 11 4x8= 3x8= 2x4 I L 1-10.8 2 2- 6-10-8 17-6-8 , 20-6-0 21-2- 1-1�0 8 0 4 6-8-0 B-8-0 ?2 11_, 0.8-8 Plate Offsets(X,Y)-- I7:0-2-13,0-2-01 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.14 13-15 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.27 13-15 >832 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(CT) -0.00 9 n/a n/a BCDL 10.0 Code FBC2020/1-PI2014 Matrix-AS Weight:145 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid calling directly applied. Except: 7-12:2x4 SP No.3 6-0-0 oc bracing:10-12 WEBS 2x4 SP No.3*Except* 8-9,2-16:2x6 SP No.3,10-13:2x4 SP No.2 REACTIONS. (size) 9=0-8-0,16=0-8-0 Max Horz 16=243(LC 5) Max Uplift 9=-149(LC 8),16=244(LC 8) Max Grav 9=1007(LC 13),16=1161(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 2-3=-1552/233,3-5=-1563/315,5-6=-566/146,6-7=-323/107,7-8=274/110, 8-9=-908/166 BOT CHORD 13-15=-127/744 WEBS 2-16=-10021262,2-15=-190/1302,3-15=-494/202,5-15=170/935,5-13=-482/143, 6-13=-62/420,6-10=639/131,8-10=128/870,10-13=-80/693 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to,the use of this truss component. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members,with BCDL=10.Opsf. Sealed by Finn,Walter, PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb) using a Digital Signature. 9=149,16=244. Printed copies of this 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum st eetrock be applied directly to the bottom chord, document are not Considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc:FL Ciitt 6634 6804.Parke East Blvd.Tampa FL 33610 Data: I February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. �- Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suhe 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type city Ply Sztankovits Res T22883124 ' J40997 I C10 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:55 2021 Page 1 ID:7bBeR090C1 HXoRKgzpo36wy3oO7-zjBk601 Lxg7KYjAQsHM5wOxZPviiSW6508AVazkGBc 2-2-8 8.0.8 13-10.8 15-1008 2-7-0 1-2- 2-2.8 5.10-0 5-10.0 2-0- 4-B-8 -7- Seale=1:45.3 2x4 II 3x6-- 7 8 4.00 12 4x8= 04= 5 3x6 20 3x4 4 3 w 3x6 2 1 0 2x4 II Iv 16 15 14 13 12 11 3x4= 2x4 II 44= 3x6 Bxe= 3x4 II 4x12= 21-2-2 1-10-8 2r2-8 8-0-8 13-10-8 _ 15-10-8 20A-11 20.7-0 21�-8 5-10-0 5-1 0-0 2Zi 7 0-7-2 Plate Offsets(X,Y)- [13:0-4-0 0-2-4) I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.04 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.42 Vert(CT) -0.09 13-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(CT) 0.01 9 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:146 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied. Except: 7-12:2x4 SP No.3 10-0.0 oc bracing:10-12 WEBS 2x4 SP No.3'Except' 8-9,2-16:2x6 SP No.3,10-13:2x4 SP No.2 REACTIONS. (size) 9=0-6-1,16=0-8-0 Max Horz 16=261(LC 5) Max Uplift 9=-151(LC 8),16=-243(LC 8) Max Grav 9=847(LC 1).16=1056(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1341/230,3-5=-899/188,5-6=786/200,6-7=-268/95,8-9=696/167 BOT CHORD 13-15=222/1243 WEBS 2-16=-944/253,2-15=-209/1209,3-13=498/127,10-13=-139/621,6-10=-680/171, 8-10=-171/734 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat!11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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)'Tliis truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This Item has been willifit between the bottom chord and any other members. electronically signed and 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE s=ts1,16=243. using a Digital Signature. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 M1Tek.USA,Inc.FL Cert8634 6804.Parke East Blvd.Tampa FL 33610 Date: I February 17,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473.ev.5/192020 BEFORE USE. Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,sea ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Job ' Truss T uss Type Oty Ply Sztankovits Res T22883125 J40997 Gil Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:24:66 2021 Page 1 ID:7b8eR090C 1 HXoRKgzpo36wy3oO7-Rvl7Kk2N IVryiHM_Zobd8x2mo8iRtpFKgtj l OzkGBb i 8.1-1 I 0.8 13.10.8 21.7-0 22-4o 23.7-0 8.1-1 $-9-7 2-0-0 7-8.8 0-9-0 Scale=1:47.2 3x6= 4x4 Bx8 I 7 8 9 4.00 12 4x8= 5X_ I 5 3x6 da 4 3x6 3 m 2x4 11 4 z 1 0 1 4xl2= 2x4 II } •18 15 14 13 12 3x4 axe= 3x6 Bx8= 5x5 II = 1-10.8 2 2- 11-10.8 13-10-8 21-7-0 23-6-10 23••0 1-10.8 0.4• 9.8.0 2-0-0 7.8-8 1-11-10 0- Plate Offsets(X Y)- [8:0-3-0 Edge] [13:0-2-8 0-1-8] 114:0-4-0 0-2-41 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.14 14-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Vert(CT) -0.30 14-16 >843 180 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.03 10 file n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:159 lb FT=20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2`Except' BOT CHORD Rigid ceiling directly applied. Except: 7-13:2x4 SP No.3 10-0-0 oc bracing:11-13 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 6-11 11-14:2x4 SP No.2,2-16,9-10:2x6 SP No.3 REACTIONS. (size) 10=0-10-9,16=0-8-0 Max Horz 16=268(LC 5) Max Uplift 10=-167(LC 8).16=262(LC 8) Max Grav 10=962(LC 1),16=1162(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 3-5=1368/240,5-6=-1233/252,6-7=457/132,7-8=-174/309,8-9=203/405, 9-10=-862/181 BOT CHORD 14-16=-290/1344,7-11=-369/125 WEB i 11-14=-251/1129,6-11=-9931235,3-16=-1519/379,7-9=725/359,9-11=-205/981 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. Sealed by Finn,Walter, PE 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) using a Digital Signature. 10'167,16=262. Printed copies of this 8)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sheetrock be applied directly to the bottom chard. Signed and Shared and the signature must be verified on any electronic copies. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cort 6034 6904 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 k WARNING-Vedy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511MO20 BEFORE USE. �� Design valid far use only wkh MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Im building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPl1 Duality Crlterfa,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tamps,FL 36610 Job , Truss Truss Type Qty Ply Sztankovits Res a I T22883126 J40997 I C12 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:24:57 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3o07-v5JVX43?3pzrarsZXHJgALTH7CYjALgPZKdHaTzkG8a 5-1-1 9-10-8 11-10-8 7-1-4 22-4-0 26-9-6 5-1-1 4-9-7 2-0-0 + 5-2-12 5-2-12 4-5$ Scale=1:48.9 4x4= 7 44 3x4 8 6 4x4= 4x4= 4.00 12 4 3x8 3 2x4 II 2 10 0 1 4x8= 2x4 I •16 15 14 13 12 11 3x4 9x6= 3x8= 3x6= 4x8= 2x4 II = 1-10-8 2r2 8 9-10-8 11-10$ 17-1-4 22.4-0 23 4-8 26-9-6 1-1^0-0-0 7.8-0 2-0-0 5-2-12 5-2-12 1-0.8 3-0-14 Plate Offsets(X Y)— (10:0-2-8 0-2-0) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.08 15-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.18 15-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(CT) 0.04 9 file n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:165 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT IHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. Except: 7-12:2x4 SP No.3 10-0-0 oc bracing:10-12 WEBS 2x4 SP No.3*Except* 2-16:2x6 SP No.3,10-13:2x4 SP No.2 REACTIONS. (size) 9=Mechanical,16=0-8-0 Max Horz 16=234(LC 7) Max Uplift 9=-192(LC 8),16=290(1_10 8) Max Grav 9=111O(LC 1).16=1311(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 3-4=-1810/322,4-5=-1677/326,5-6=1392/291,6-7=-836/212,7-8=-816/212, 8-9=-1057/213 BOT CHORD 15-16=-281/1428,13-15=-315/1817,7-10=-19/253 WEBS 3-15=0/322,4-15=14/334,5-15=-299/86,5-13=661/156,6-1 3=012 77,6-10=-692/181, 3-16=-1736/393,B-10=-1391981,10-13=-19011265 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. This item has been 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. electronically signed and 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 sealed by Finn,Walter, PE will fit between the bottom chord and any other members. using a Digital Signature. 7)Refer to girder(s)for truss to truss connections. Flirted copies Of this 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)9=192,16=290. document are not considered 9)Tfjis truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum signed and sealed and the sheetrock be applied directly to the bottom chord. Signature must be Verified on any electronic copies. Walter P.Finn PE No.22838 MITek USA,Inc.FL Cort6634 6904 Parka East Blvd.Tampa FL 33610 Date; February 17,2021 I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511 W020 BEFORE USE. �� Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must vedy the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web anQ/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ' Truss Truss Type Qty Ply Sztankovils Res J40997 C13 Roof Special 1 1 T22883127 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 1710:24:58 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-NIttIQ3dg75iB?RI5_g3jZORpcsovjlyo_Mg6vzkG8Z 2-2-8 7-10-8 9-10-8 15-7-8 21-4-8 22-4-0 26-9-6 2-2-8 5&0 2-0.0 5 9-0 5 9 0 11-8' 4-5-6 Scale=1:48.9 6x6= 2x4 11 7 B 3x6 i 2x4 11 6 s 3x4 5 4x4= ° 4.00 12 04 3 3x6 11 m 2 5x12= 3x6= ci 1 N ,16 15 14 13 12 3x4 2x4 11 5x8= 4x6 4x8= 2x4 11 = 1-10.8 2 2 8 7-1 0-6 15-7-8 21-4-8 26-9-6 1-10-8 0-4- 5-8-0 7-9-0 5-9-0 5-4-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deli Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.42 Vert(LL) -0.09 13-15 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.65 Vert(CT) -0.24 13-15 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.88 Horz(CT) 0.03 10 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 7-12:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 2-16:2x6 SP No.3,11-13:2x4 SP No.2 REACTIONS. (size) 16=0-8-0,10=Mechanical Max Horz 16=207(LC 5) Max Uplift 16=-290(LC 8),10=202(1_C 8) Max Grav 16=1307(LC 1),10=1090(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1855/313,34=1 7191320,4-5=1579/309,5-7=-1222/272,7-8=-1153/296 BOT CHORD 13-15=-391/1999,1 0-1 1=-1 041840 WEBS 2-16=-1208/299,2-15=-269/1649,3-15=-8/346,4-15=529/130,4-13=-620/152, 11-13=-274/1551,5-11=-409/119,8-11=-202/1100,8-10=1184/196 NOTEs- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. This Item has been 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. electronically signed and 7)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) using a Digital Signature. 16 290,10=202. Printed copies of this 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sh'eetrock be applied directly to the bottom chord, signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MTek USA,Inc.FL Cart fi634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ® -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. WARNING Design valid for usa only with Mrrek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �F a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall piiiq���YYY building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IVIiTeke is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSI1TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 } FJ440997 Truss Truss Type Qly Ply Sztankovits Res T22883128 i C14 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi rek Industries,Inc. Wed Feb 17 10:24:59 2021 Page 1 ID:?1b8eR090C1HXoRKgzpo36wy3o07-rUQFym4FbQEZp9OxfiMlFmZa00CVeAJhOe6NeLzkGBY 2-2-8 5-10.8 7-10-8 13-7-8 19-4-8 22-4-0 26-M 2-2-8 3-8.0 2-0-0 5-9 5-9-0 2-11 8 4-5 6 Scale=1:49.4 5x6= 2x4 I 8 3x6 2x4 II g 7 9 3x4 5 4.00 12 44= 4x4= 3 3x6 11 2 6xe= 3x6= 6 LIJ �16 15 14 13 12 3x4 2x4 II 6x8= 3x8 4x10= 2x4 II = 1-10-8 2r2 8 5-10-8 13-7-8 19-4-8 26-9-6 J_ioO 5 3-8-0 7-9-0 5-9-0 7-4-14 Plate Offsets(X Y)- [11:0-2-0,0-3-41 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.10 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.25 13-15 >999 180 BALL 0.0 Rep Stress[nor YES WE 0.86 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code F13C2020/TPI2014 Matrix-AS Weight:156 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT HORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 7-12:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 2-16:2x6 SP No.3,11-13:2x4 SP No.2 REACTIONS. (size) 16=0-8-0,10=Mechanical Max Horz 16=207(LC 5) Max Uplift 16=-290(LC 8).10=202(LC 8) Max Grav 16=1307(LC 1).10=1090(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-16961271,3-4=-1604/274,4-5=-1833/340,5-7=-1738/353,7-8=-1705/391 BOT CHORD 13-15=-428/2141,7-11=-300/114,10-11=-1 10/828 WEBS 2-16=-1221/266,2-15=-271/1668,3-15=-36/384,4-15=853/202,4-13=-492/129, 5-13=380/138,11-13=-326/1815,8-11=-253/1368,8-10=11531208 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;13=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)Tijis truss has been designed for a 10.0 psf bottom chord live load nonccncurrent with any other live loads. This item has been 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 electronically signed and will fit between the bottom chord and any other members. Sealed by Finn,Walter, PE 7)Refer to girders)for truss to truss connections, using a Digital Signature. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except 0=1b)ib Printed copies of this 9)This truru10=2oz. is tss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sheetrock be applied directly to the bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Cdterts,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 4 Job Truss Truss Type Qty Ply Sztankovits Res T22883129 J40997+ C15 Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:01 2021 Page 1 ID:7beeR090C1HXoRKgzpo36wy3o07-ntYONS6W72UH2TAKm7omKBeufpsg68v_UybUjEzkG8W 2-2 8 3-10-8 5-10-8 12-4-8 18-10-8 22 4-0 247-0 26-9 6 2-2 8 1 8 0 2 0 0 6�-0 6 6-0 3 5 8 2 Scale=1:50.7 4x4= 2x4 II 8 4x4=3x4 3x6 4x4% 9 11 7 6 3x4 5 4.00 12 NAILED 4x4= 4x6= 3x6 3 14 2 4x12= 13 2x4 I o 1 3x8= �19 18 17 16 15 3x4= 2x4 II 3x8= 4x6= 4x10= 2x4 II Special 1-10-8 2r2,8 3-10-B 8-1-8 12 4-8 18-10-8 22-4-0 26-9.6 ' 1-10-8 0�-0 1-8-0 4-3-0 430 6-6-0 3-5-8 4-5-6 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.13 16-18 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.30 16-18 >978 180 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(CT) 0.05 12 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MS Weight:162 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins, BOT CHORD 2x4 SP No.2-Except- except end verticals. 7-15:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 2-19:2x6 SP No.3,14-16:2x4 SP No.2 REACTIONS. (size) 12=Mechanical,19=0-8-0 Max Horz 19=234(LC 5) Max Uplift 12=-221(LC 8),19=506(LC 8) Max Grav 12=1068(LC 1),19=1238(LC 36) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP HORD 2-3=-1206/404,3-4=-1151/395,4-5=1923/426,5-7=-1899/434,7-8=-921/247, 8-9=-875/243,9-10=-869/256,10-12=1029/237 BOT CHORD 18-19=-288/70,16-18=-676/2223,7-14=-152/849,13-14=332/1771 WEBS 2-1 9=-1 225/424,2-18=-454/1361,3-18=-96/333,4-18=1403/334,4-16=-384/269, 5-16=503/187,14-16=-432/1927,7-13=-1281/314,8-13=68/341,10-13=175/1016 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;VuH=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=6ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. Sealed by Finn,Walter, PE 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) using a Digital Signature. 12=221.19=506. Printed copies of this 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. document are not Considered 10)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(0.148'k3.25")toe-nails per N D S guidlines. Signed and Sealed and the 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 494 lb up at signature must be verified 3-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. on any electronic Copies. 12) I'the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Walter P.Finn PE No.22836 LOADCASE(S) Standard MiTek USA,Inc.FLC6rt6634 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 February 17,2021 i I ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192D20 BEFORE USE. Design valid far use only with MiTeM connectors.This design Is based any upon parameters shown,and Is far an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members any.Additional temporary and permanent bracing MiTek• I s always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criterla,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 2D601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res ' � T22883129 J40997 I Cis Roof Special Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 v 8.430 s Nov 30 2020 Mi rek Industries,Inc. Wed Feb 17 10:25:01 2021 Page 2 ID:7b8eRO9OC1HXoRKgzpo36wy3o07-ntYONS6W72UH2TAKm70mKBeufpsg68v_UybUjEzkGBW LOAD CASES) Standard 1)Dead,+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Unifrm Loads(plf) Vert:1-3=70,3-4=-70,4-8=70,8-9=70,9-11=-70,15-20=-20,12-14=-20 Concentrated Loads(lb) Vert:1 8=300(B) I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with Mrrek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �F a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall p p building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTe k• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Tampa,FL 366110 Job , Truss Truss Type Qty Ply Sztankovits Res T22883130 J40997 i D01G HALF HIP GIRDER 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:02 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3o07-G360bn78uLc8gdlWKgv?tPAOkDDVrYX8icK2FgzkGBV 2-0-2 5-5-5 8-10-8 13-7-14 18-5-3 2-0-2 3-5-3 WEB 4-9-5 4-9-5 Scale=1:31.1 Special 4x8= NAILED NAILED 1x4 II NAILED NAILED 3x8= 3 14 15 4 16 17 5 4.00 FIT LI 3x8 2 I:] Zn n 9 18 8 19 7 20 21 6 10 5x5—_ NAILED 3x4=NAILED 5x8= NAILED NAILED 3x8 II 3x4= 2x4 II Special 1-10-8 2 2 8-10-8 13-7-14 18-5-3 1-10-8 0-- 1 6-10-6 4-9-5 4-9-5 Plate Offsets(X,Y)-- [3:D-5-4,0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Lid PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.87 Vert(LL) 0.10 9-10 >999 240 MT20 244/190 TCDLJ 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.14 7-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.83 Horz(CT) 0.02 6 n/a file BCDLi 10.0 Code FBC2020rrPI2014 Matrix-MS Weight:95 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2x4 SP No.3*Except* 6-11-9 oc bracing:7-9. 2-10:2x6 SP No.3 REACTIONS. (size) 6=Mechanical,10=0-3-5 Max Horz 10=108(LC 21) Max Uplift 6=-497(LC 8),10=530(LC 8) Max Grav 6=1594(LC 1),10=1449(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2286/720,3-4=-1838/572,4-5=1838/572,5-6=-1485/472 BOT CHORD 7-9=-713/2097 WEBS 2-1 0=-1 349/421,2-9=519/1853,3-9=83/357,3-7=-338/169,4-7=770/270, 5-7=-676/2169 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.0psf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat,11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)P iovide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. sealed by Finn,Walter, PE 7)Refer to girder(s)for truss to truss connections. using a Digital Signature. 8)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except(jt=lb)s 497, Printed copies of this in . 9) NAILED" indicates 3-10d(0.148"x3)or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. document are not considered 10)rIanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)303 lb down and 218 lb up at signed and sealed and the 8-10-8 on top chord,and 415 lb down and 60lb up at 8-1D-8 on bottom chord. The design/selection of such connection device(s) signature must be verified is the responsibility of others. on any electronic copies. 11)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Walter P.Finn PE No.22879 LOAD CASE(S) Standard MTek USA,Inc.FL Cart8634 j 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ivi iTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSYTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply Sztankovits Res T22883130 J40997; D01G HALF HIP GIRDER 1 1 Job Reference(optional) East Cbast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:02 2021 Page 2 ID:7b8eR090C1HXoRKgzpo36wy3o07-G360bn78uLcBgdlWKgv?tPAOkDDVrYXBicK2FgzkG8V LOAD CASES) Standard 1)Dee td+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-5=70,6-11=20 Concentrated Loads(lb) Vert:3=-222(F)9=-269(F)14=152(F)15=-152(F)16=-152(F)17=152(F)18=-77(F)19=-74(F)20=-74(F)21=74(F) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.6/1 912 0 2 0 BEFORE USE. " Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Duality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply J40997 D02 HALF HIP 1 Sztankovits Res T22883131 1 � Job Reference o floral East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:04 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3oO7-CSEB?T8OQzssvwvvSFxTygGNglw1JW7QAwp8KZzkGBT 2-0-2 6-5-5 10-10-8 18-5-3 2-0-2 4-3 4-5-3 7.6-11 Scale=1:30.5 5x6= 3x8= 4 13 5 4.00 12 4x6 3 2x4 II 2 1 14 CA 9 3x6= 8 7 6 3%4= '3x8= 3x4= 2x4 II 1-10-8 2i0r2 10-10-8 18-5-3 11 1-10-8 0-- 1 8-10 6 7-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) 0.17 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.24 8-9 >807 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.57 Horz(CT) 0.01 6 n/a n/a BC 10.0 Code FBC2020lrP12014 Matrix-AS Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 2-9:2x6 SP No.3 REACTIONS. (size) 6=Mechanical,9=0-3-5 Max Horz 9=132(LC 8) Max Uplift 6=-356(LC 8),9=420(1_C 8) Max Grav 6=721(LC 1),9=925(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-911/428,4-5=-817/427,5-6=-655/300 BOT CHORD 8-9=-496/946 WEB 2-9=-293/91,3-9=-1000/350,5-8=-452/855 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Th;s 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. This item has been 7)Re far to girder(s)for truss to truss connections. electronically signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 6=356,9=420. Printed using a Signature. Digital Si 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Di Di copies Si this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL`C'ert 8634 6904.Parke East Blvd.Tamps FL 33610 Data: February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. ' Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must vedly the applicability of design parameters and propedy Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS117PIf Quality Criteria,DSB-89 end BCS/Building Component 6904 Parke East Blvd. J Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job , Truss Truss Type Oty PlyTjob ankovits Res T22883132 J40997! D03 HALF HIP 1 I Reference o lional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:05 2021 Page 1 ID:4b8eR090C 1 HXoRKgzp'o36wy3o07-geoWDp9OBG_iX4T5?ySiV1 oePRK2OEaPaZis?zkGBS 2-0 2 7-5-5 12-10-8 18.5-3 2-0-2 5-5-3 5-5-3 5-6-11 Scale:3/8"=l' 4.00 12 4x6= 44= 5 15 6 3x4 4 3x4 3 I 3x6 2 1 10 9 8 7 3x4 2x4 11 I I 4x4= 3x4= 3x8= 2x4 II = 1-10 8 2f 7-5-5 12-1D-8 18-5.3 1_10, 0-- 1 5-5-3 5-5-3 5-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Udefi Ud PLATES GRIP TCLL I 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.05 B-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.07 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.38 Horz(CT) 0.01 7 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 2-11:2x6 SP No.3 REACTIONS. (size) 7=Mechanical,11=0-3-5 Max Horz 11=156(LC 8) Max Uplift 7=-362(LC 8).11=-413(LC 8) Max Grav 7=721(LC 17).11=925(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=1132/489,3-5=-703/308,5-6=602/313,6-7=-671/320 BOT CHORD 8-10=-553/1018 WEBS 2-11=-823/326,2-10=-398/998,3-8=-455/265,6-8=397/759 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;save=8ft; Cat,11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 6)Thlis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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, electronically signed and 8)Refer to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except fjt=lb) using a Digital Signature. 7;3sz,11=a13. Printed copies of this 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum p sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22639 MiTek USA,Inc.FL Cart 6634 6904 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall pek• building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing V Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the �iT fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply J40997 D04 HALF HIP 1 1 Sztankovits Res S T22883133 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:06 2021 Page 1 ID:7bBeR090C1HXoRKgzpo36wy3oO7.8gMvQ9Aeya6Z9E2HZg x1FLpcgf2nOgidEIFORzkGBR 2 0 2 8-5 5 14-10-8 16.4-4 2 0 2 6 5 3 6-5-3 3b12 4.00 12 4x6= 3x6= Scale=1:33.4 5 6 I 3x4 i 4 3x4 3 3x6 2 1 10 9 8 3x4 2x4 11 I 4x4= 3x4= 3x8= 7 2x4 I = 1-10-8 2-iDr2 8-5-5 14-10-8 1!5-1-4 1-10 8 0-- 1 6-5-3 6-5-3 3- 2 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.43 Vert(LL) 0.08 B-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) -0.10 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES W9 0.68 Horz(CT) 0.01 7 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-AS Weight;108Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 6-7,2-11:2x6 SP No.3 REACTIONS. (size) 7=0-9-8,11=0-3-5 Max Horz 11=180(LC 8) Max Uplift 7=-367(LC 8).11=403(LC 8) Max Grav 7=714(LC 17),11=918(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1123/463,3-5=-481/185,5-6=-376/198,6-7=-697/353 BOT CHORD 8-10=547/1002 WEBS i 2-11—81 5/307,2-10=-338/921,3-8=682/381,6-8=3801716 NOTES-1, 1)Unbalanced roof live loads have been considered for this design. 2)Wind:'ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.li;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to theluse of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 This Item has been will fitlbetween the bottom chord and any other members. electronically Signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joints)except(jt=lb)7=36 sealed by Finn,Walter, PE 7, desi. using a Digital Signature. 9)This tru sss s design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this Shea t ock be applied directly to the bottom chord. P document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL Cart 6634 6904 Parise East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.51192020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSU/P11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job ' ! Truss Truss Type Qty Ply Szlankovits Res J40997 � D05 HALF HIP 1 1 T22883134 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:05 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7.8gMvQ9Aeya6Z9E2HZg_x1FLn8geBnJ7jdEIFORzkG8R 2-0-2 8-10-1 15-8-0 16-4 4 2-0-2 6.9-15 6-9-15 0_8 4.00 FIT 4x4 11 Scale=1:33.2 5 3x4 G 4 3x4 3 N ri N 3x6 2 1 8 7 9 3x4= 6 3x4= 2x4 11 4x4= 3x6= 1-10-8 2 Art 8-10-1 + 16-3-14 1 -4 1-10 8 0-- 1 6-9-15 7-5-13 0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) 0.09 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC' 0.49 Vert(CT) -0.13 6-8 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.98 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:89 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-6,2-9:2x6 SP No.3 I REACTIONS. (size) 6=0-9-8,9=0-3-5 Max Horz 9=195(LC 8) Max Uplift 6=-333(LC 8),9=351(LC 8) Max Grav 6=622(LC 1),9=829(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-923/345 BOT CHORD 6-8=-447/810 WEBS 2-9=-727/254,2-8=219/718,3-6=834/461 NOTES- 1)Wind:IASCE 7-16:Vu@=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to thei use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 fd,between the bottom chard and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except T=lb) This Item has been 6=333,9=351. electronically signed and 7)This t, as design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sealed by Finn,Walter, PE sheet�ock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22836 MTek USA,Inc:FL'Cert 6634 6904 Parke East Blvd.Tampa FL 33510 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5M 9/2020 BEFORE USE. Design valid for use only with MTTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not la truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ,building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �Ii'®k' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. (Safety Information available from Truss Plate Institute,2670 Crain Highway,Suae 203 Waldorf,MD 20601 Tampa,FL 36610 .s Job Truss Truss Type Qty Ply Sztankovits Res T22883135 J40997 D06G Roof Special Girder 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:07 2021 Page 1 ID:7bBeR090C1 HXoRKgzpo36wy3oO7-cOvHeVAHjuEQmOdU7NVAaSut6Eyl Wovtsu2owuzkGBQ 4-1-14 8-0-5 13-3-0 4-1-14 3-10-6 5-2-11 1 8x8 Scale:3/8"=1' 4.00 12 3x4 11 2 i 5x6= 6x16= 3 4 1 3�� N Io s c e 10 7 11 12 13 60x10= 14 15 5 7x8= 84x10 11 SUH24 12x12—_ HUS26 HUS25 HUS26 Special 3x12 II SUH24 Special 4-1-14 B-0-5 13-3-0 4-1-14 3-10-6 5-2-11 Plate Offsets(X,Y)— [4:0-3-12,0-3-0],[5:0-2-4,0-3-4] [5:0-6-0,0-0-0] [6:0-3-8,0-6-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in floc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) -0.08 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(CT) -0.18 6-7 >852 180 BCLL 0.0 ' Rep Stress[nor NO WB 0.88 Horz(CT) 0.01 9 file n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MS Weight:227 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-3 oc purlins, BOT CHORD 2x8 SP SS except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-8:2xB SP No.3,4-5:2x6 SP No.3,1-7,4-6:2x4 SP No.2 OTHERS 2x8 SP No.2 REACTIONS. (size) 8=0-8-0,9=0-5-2 Max Horz 8=-93(LC 8) Max Uplift B=-1399(LC 8),9=1279(LC 8) Max Grav 8=4892(LC 1),9=6223(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-8=-4578/1237,1-2=5 01 811 31 8,2-3=500811268,34=8875/1927,4-5=364/2190 BOT CHORD 6-7=-1928/8826,5-6=-44612191 WEBS 1 1-7=-202417584,2-7=-300/132,3-7=-4854/889,3-6=-205/815,4-6=-1724/7808, 4-9=-6454/1328 NOTES- 1)2-ply truss to be connected together with 10d(0.131"xW)nails as follows: TopIchords connected as follows:2x8-2 rows staggered at 0-9-0 oc,2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 Do. Bottom chords connected as follows:2x8-2 rows staggered at 0-5-0 oc. Wetis 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)Wintl:ASCE 7-16;VuK=160mph(&second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; This item has been Cat:11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate gripIDOL=1.60 electronically signed and 4)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific sealed by Finn,Walter, PE to the use of this truss component. using a Digital Signature. 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed COPIeS Of this 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 document are not considered will fit between the bottom chord and any other members. signed and sealed and the 8)Bearing at joint(s)9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify signature must be verified capacity of bearing surface. on any electronic copies. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 8=1i399,9=1279. Walter P.Finn PE No.22838 10)Use USP SUH24(With 4-16d nails into Girder&2-1 Od x 1-1/2 nails into Truss)or equivalent spaced at 2-0-0 oc max,starting at Wlrik USA,Inc:FL C'iirt"8634 2-2-4 from the left end to 4-24 to connect truss(es)to front face of bottom chord. 6904 Parke East Blvd.Tampa FL 33610 11)Use USP HUS26(With 14-16d nails into Girder&6-16d nails into Truss)or equivalent at 6-2-4 from the left end to connect Date; ConftWe*papat face of bottom chord,skewed 0.0 deg.to the left,sloping 0.0 deg.down. February 17,2021 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/19/2020 BEFORE USE. Nil' valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �`[ a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 S Job Truss Truss Type Qty Ply Sztankovits Res T22883135 J40997 D06G Roof Special Girder 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:08 2021 Page 2 ID:7b8eR090C1HXoRKgzpo36wy3oO74DTfrrBvUBMHOYCgh5OP6gQ1selGFF905YnMTKzkGBP NOTES- 12)Use USP HUS26 nth 14-16d nails into Girder&6-16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 7-7-4 from the left end to 9-74 to connect truss(es)to back face of bottom chord. 13) Fill all nail holes where hanger is in contact with lumber. 14) Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1868 lb down and 316 lb up at 5-7-4,and 1815 lb down and 336 lb up at 11-7-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) j Vert:1-3=70,3-4=70,5-8=20 Concentrated Loads(lb) Vert:7=-701(F)10=701(F)11=-1715(B)12=-1574(F)13=1724(8)14=-1716(B)15=-1681(B) I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MrrekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i J Job Truss Truss Type Qty Ply Sztankovits Res T22883136 J40997 D07 MONOPITCH 11 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:08 2021 Page 1 ID:71bBeR09OC1 HXoRKgzpo36wy3oO7ADTfrrBvUBMHOYCgh5OP6gQ5feJiFNgO5YnMTKzkG8P 2-0-2 9-6-9 17-4-8 2-0-2 7-6-7 7-9-15 4.00 12 5 Scale=1:35.3 I 3x4 4 3x4 3 3x6 2 Fi 6 7 9 6 3x4= 2x4 II 4x4= 3x4= 3x8= 1-10-8 2-Pr2 9-6.9 17-4-e t-10-8 0-1-11 7-6-7 7-9-15 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.11 6-8 >999 240 MT20 244/190 TCDL I 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.15 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(CT) 0.01 6 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:95 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-6 5-6,2-9:2x6 SP No.3 REACTIONS. (size) 6=0-8-0,9=0-3-5 Max Horz 9=262(LC 7) Max Uplift 6=-323(LC 8),9=-4o5(LC 8) Max Grav 6=669(LC 1),9=874(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=998/452 BOT CHORD 8-9=-352/210,6-8=-427/873 WEBS 2-9=-770/299,2-8=269/711,3-8=-137/258,3-6=-906/484 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.Il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s)except(jt=lb) This item has been 6=323,9=405, electronically signed and 7)This jtruss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sealed by Finn,Walter, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Welter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 6634 6904Parke East Blvd.Tampa FL 33610 Date: 1 February 17,2021 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473rev.5119/2020 BEFORE USE. " Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building design.Bracing Indicated is to prevent buckling of Individual truss web andfor chord members only.Additional temporary and permanent bracing iVliTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing oftrusses and truss systems,see ANSVTPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sarery Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 g Job Truss Truss Type City Ply Sztankovits Res T22883137 J40997 E01 G Roof Special Girder 1 2 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:10 2021 Page 1 ID:?bBeR09OC1HXoRKgzpo36wy3oO7-1bbPGXD9?pc?drM3oW2tC5WrnS_RjBnJYsGTXCzkG8N 2-7-0 6 6 0 7-0 q 11-0-0 15-9-0 18-0-0 20.2 8 2-7-0 3-11-0 4-4-0 4-5 0 2 3 0 2.2-8 Scale=1:35.3 I 4.08 ddal 5x5= Special 4x4= Special 4x4= 13x8= 22 3 23 4 2 3x4 5 6x8 ZZZ 6 ;13 , 0 2x4 II 13 24 25 12 11 28 9 7 ro d e e 4x10= Special 3x6= 6x8 e s 18 a 16 15 Special 4x8= e " 10 8 3x4= 2x4 II 2x4 II Special 5.15 L12 46 1-7-0 2-7-0 6.6-0 7-0 q 11-4-0 15-9-0 18-0-0 11.4 0 20-2-8 1-7-0 1 0 0 3-11-0 6 4-4-0 4-5-0 2 3 0 4% 1-10.8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) IldefI Ud PLATES GRIP TCLL j 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.09 11-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.21 11-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(CT) 0.11 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-MS Weight:221 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-1 cc purlins, BOT CHORD 2x4 SP No.2*Except* except end verticals. 14-16:2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2x4 SP No.3*Except* 6-0-0 cc bracing:16-18,7-8. 1-18,6-8:2x6 SP No.3 REACTIONS. (size) 18=0-8-0,8=0-8-0 Max Horz 18=-136(LC 6) Max Uplift 18=285(LC 4),8=313(1_C 8) Max Grav 18=1418(LC 1),8=1663(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHI RD 17-18=-1354/284,1-17=-1315/307,1-2=-3551/736,2-3=37781788,3-4=-3612/754, 4-5=-3739/771,5-6=-4168/807 BOT CHORD 14-17=0/344,13-14=0/262,11-13=647/3527,9-11=-725/3882 WEBS 1 1-13=-731/3556,2-13=-1232/288,3-13=-120/548,4-11=-15/549,5-11=-549/259, 6-9=766/3978,6-8=-14161308 NOTESi 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x6-2 rows staggered at 0-9-0 cc,2x4-1 row at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. 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 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; This item has been Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber electronically signed and DOL;1.60 plate grip DOL=1.60 sealed by Finn,Walter, PE 5)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck using a Digital Signature. to the use of this truss component. Printed copies of this 6)Provide adequate drainage to prevent water ponding. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. document are not Considered 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) on any electronic copies. 18=285,8=313. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)371 lb down and 197 lb up at Walter P.Finn PE No.22839 7-010,154 lb down and 101 Ito up at 9-0-12,and 154 lb down and 101 lb up at 9-3-4,and 371 lb down and 204 lb up at 114-0 on MITek USA,Inc.FL Cart6634 top chord,and 256 Ito down and 76 lb up at 7-0-0,77 lb down at 9-0-12,and 77 lb down at 9-3-4,and 256 lb down and 76 lb up at 6004 Parks East Blvd.Tampa FL33610 11-3-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. Date: Continued on page 2 February 17,2021 LOAD CASE(S) Standard I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 02 0 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Dat building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of busses and truss systems,see ANSUTP11 Quality Criteria,DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 y Job Truss Truss Type Qty Ply Sztankovits Res T22883137 J40997 E01 G Roof Special Girder 1 n L Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:10 2021 Page 2 ID:?b8eR090C 1 HXoRKgzpo36wy3o07-1 bbPGXD9?pc?drM3oW2tC5WrnS_RjBnJYsGTXCzkGBN LOAD CASES) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,2-3=70,3-4=70,4-7=70,16-18=-20,15-16=20,9-14=20,8-10=-20,8-19=-20,8-9=-20 Concentrated Loads(lb) Vert:3=-212(F)4=-212(F)11=60(F)23=-242(F)24=-215(F)25=-120(F)26=-155(F) I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chard members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUfPN Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sateryinformation available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply Sztankovits Res T22883138 J40997 E02 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:11 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3o07-Vo9oTsDnm6ksF?xFMDZ6kl2eDrJSSbYSnWO03f7kGBM 2-7-0 5-0-0 9-10-0 15-9-0 18-0-0 20-2-8 2-7-0 2-5 0 4-10-0 5-11-0 0— 2-8 Scale=1:34.7 I 1x4 II 08= 3x6= 1 2 3 4.00 L12 3x4 C 4 a? 8x6 5 I18 13jul 2x4 I I 12 6= „ 10 8 8 d e � 3x10= 3x6= 6x8 e e e le 17 15 14 4x4= 9 e e 2x4 11 2x4 II 5.15 12 4x6\ 3x4= 1-7-0 2-7-0 5-0-0 9-10-0 15-9-0 18-0-0 1 0 20-2-8 1 1-7-0 1 0-0 2-5-0 4-10-0 5-11-0 2 3 0 -4- 1-101 Plate Offsets(X,Y)— I3:0-5-4,0-2-01 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft L!d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.08 8-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.61 Vert(CT) -0.21 8-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:113 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 1-17,5-7:2x6 SP No.3 REACTIONS. (size) 17=0-8-0,7=0-8-0 Max Horz 17=-162(LC 6) Max Uplift 17=-136(LC 8).7=163(LC 8) Max Grav 17=811(LC 1),7=1055(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHi RD 16-17=-770/138,1-16=726/158,1-2=1090/220,2-3=-10901220,3-4=1 491/264, 4-5=-2200/344 BOT CHORD 11-12=-148/1383,8-11=-299/2052 WEBS 1-12=-211/1155,2-12=-337/127,3-12=361/61,3-11=0/320,4-11=-728/1 5 1, 5-8=338/2204,5-7=-811/148 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;6=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the,use of this truss component. 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. This Item has been 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 electronically signed and will fit between the bottom chord and any other members. Sealed by Finn,Walter, PE 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift atjolnt(s)except Gt=lb) using a Digital Signature. 17=136,7=1s3. Printed copies of this 7)This ttvss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum p sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTek USA,Inc,FL Cart 6034 .6904 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. �' Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall �A iTek' building design.Bracing Indicated Is to prevent buckling of Individual truss web end/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the iVl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2870 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Job i Truss Truss Type city Ply Sztankovits Res T22883139 J40997 E03 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:11 2021 Page 1 ID:?bBeR090C1HXoRKgzpo36wy3oO7-Vo9oTsDnm6ksF7xFMDZ6k12blrHcScOSnWO03f7kGBM 2-7-0 4-0-0 7-10-0 11-9-8 15 9-0 18-0-0 20.2.8 2-7-0 15 0 3-10-0 3-11-8 3-11-8 230 2-2 8 Scale=1:35.1 i 3x10= 5x8= I1 20 2 4.00 L12 4x6 3 1x4 II 4 n v 6x6 5 15 12 6 I 6__ 2x4 II 11 10 B i 3x8= 3x8= 5x12 e e 14 13 e 18 9 7 3x4= 2x4 II 5.15 12 2x4 I I 4x6 1-7-0 2-7-0 4-0-0 7-10-0 15-9-0 18-0-0 1Q-4r0 20-2-8 1-7-0 1 0 0 1-5-0 3-10-0 7-11-0 230 4- 1_0-8 i LOADING (psf) SPACING- 2-0-0 CSC. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) -0.13 8-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0,33 8-10 >656 180 BCLL 0.0 Rep Stress Incr YES WB 0.81 Horz(CT) 0.10 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:113 Ib FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 12-14:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 1-16,5-7:2x6 SP No.3 REACTIONS. (size) 16=0-8-0,7=0-8-0 Max Harz 16=-191(LC 6) Max Uplift 16=-137(LC 8).7=162(LC 8) Max Grav 16=811(LC 1).7=1055(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 15-16=-761/145,1-15=-713/171,1-2=-1100/225,2-3=-1200/220,3-4=-2148/342, 4-5=2147/286 BOT CHORD 12-15=0/270,8-10=-217/1563 WEB i 1-10=-186/1067,3-10=-527/153,3-8=-27/571,5-8=-268/2125,5-7=-863/153 NOTES- 1)Wirid:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 wili'fit between the bottom chord and any other members. This Item has been 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) electronically signed and 16 137,7=162. sealed by Finn,Walter, PE 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chard. Printed Copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No:22839 MIiTek USA,Inc.FL"Curt 6634 69.04 Parks East Blvd.Tampa FL 33810 Date: February 17,2021 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �- Design valid for use only with MTek8 connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?PI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Job , Truss Truss Type city Ply Sztankovils Res T22883140 J40997 E04 Roof Special 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:12 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3o07-zJAhCEPXQsjt9WRww5LHWor6FZ8B2kcOAIZc5zkGBL 2-7-0 510-0 10-9-8 15-9-0 18-0-0 20-2-8 r 2-7-0 3-3-0 4-11-8 4-11-8 2-3-0 2-2-8 ' 4x6 4.00 12 Scale=1:35.1 13x6= i 21 2 I 4x4 3x8 3 4 1x4 II A 5 5X6 6 16 13 6 2x4 II 12 11 9 7 3x8= 8x8 I� 'e 4x8= e e e 15 14 e e 1,7 10 3x4= 2x4 I 2x4 I I 5 15 12 4x6 8 1-7-0 2-7-0 5-10-0 15-9-0 18-0-0 13-0,0 20-2-8 1-7-0 1-0-0 3-3-0 9-11-0 2-3 0 -0- 1-10-8 Plate Offsets(X,Y)— [9:0-5-4 0-2-12) LOADINIG (psi) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.28 9-12 >763 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.62 9-12 >342 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-AS Weight:116 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 1-17,6-8:2x6 SP No.3 REACTIONS. (size) 17=0-8-0,8=0-8-0 Max Horz 17=221(LC 6) Max Uplift 17=-138(LC 8),8=161(LC 8) Max Grav 17=811(LC 1),8=1055(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP C IORD 16-17=791/135,1-16=-764/154,1-2=813/178,2-3=-920/170,3-5=-2244/339, 5-6=-2226/269 BOT CHORD 9-12=203/1441 WEBS 1-12=144/954,3-12=-696/216,3-9=31/831,6-9=252/2214,6-8=884/139 NOTES. 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp 8;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL;=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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. This Item has been 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. electronically Signed and 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE 17=138,8=161. using a Digital Signature. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6634 0,04 Perko East Blvd.Tampa FL 33610 Date: I February 17,2021 I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 M020 BEFORE USE. �" Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 S Job Truss Truss Type Qty Ply Sztankovits Res T22883141 J40997 E05 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:14 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-vNgw6uGg316R6Tfg1L7pMxg4S3JgfzdvTUEgg 7kG8J 2-7-0 3-10.0 9-9-8 15-9-0 18-0-0 20-2-8 1-3-0 ' 5-11-8 5-11-8 2-3-0 2-2-8 5x5= 4.00112 Scale=1:36.9 1 2 i i 3x8 3 1x4 II 4 m 3x4 5 6x6 6 J16 1 s 3x4= 12 11 9 7 i d " 4x6= 6x 15 14 e 17 4x8= 10 g 2x4 I I 3x4 II 5.15 12 4x8 3x4= 1-7-0 2-1 3-10.0 9-9-8 15-9-0 18-0.0 1 -4 0 20-2-8 1-7-0 1-0.0 1-3-0 5-11-8 5-11-8 2-3-0 1-10.8 Plate Offsets(X,Y)- [13:0-0-8,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.14 12-13 >999 240 MT20 244/190 TCDL 16'0 Lumber DOL 1.25 BC 0.77 Vert(CT) -0.30 12-13 >703 180 BCLL 0.0 Rep Stress Incr YES WB 0.82 Horz(CT) 0.13 8 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:118 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2*Except` BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP No.3 WEBS 2x4 SP No.3`Except' 1-17,6-8:2x6 SP No.3 REACTIONS. (size) 17=0-8-0,8=0-8-0 Max Horz 17=-251(LC 6) Max Uplift 17=-139(LC 8),8=159(LC 8) Max Grav 17=811(LC 1).8=1055(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-17=-745/159,2-4=-1554/329,4-5=1541/256,5-6=-2154/329 BOT CHORD 13-16=0/614,12-13=0/520,9-12=-281/2005 WEBS 2-16=-726/193,2-12=-219/1154,4-12=-472/184,5-12=631/137,6-9=-321/2148, 6-8=812/152 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to theiuse of this truss component. 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. This Item has been 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 fitibetween the bottom chord and any other members. electronically Signed and 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 17=139,8=159. 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed Copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Ind.FL Cart 6634 .6904 Parka East Blvd.Tampa FL 33610 j Date; February 17,2021 i ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1912020 BEFORE USE. " Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not 'a truss system.Before use,the building designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabdcetion,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute,2670 Crain Highway,Suit9 203 Waldorf,MD 20601 Tampa,FL 36610 a' Job ` Truss Truss Type City Ply Sztankovits Res T22883142 J40997 I E06 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:14 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-vNgw6uGg316R6Tfg1L7pMxg2q3lkfySvTUEgg zkGBJ 1-10.2 2-7-0 9-2-0 15-9-0 i6.0.0 2+ 0-2-1 1-10-0 0.9.0 8-7-0 6-7-0 2-3.0 2-2•a 4.00 112 Scale=1:40.1 2 I 3x6 3 1x4 II 4 u5 3x4 5 7x6 Zz- 6 6 13 7 0 _ 3x4 II 21 12 „ 9 Tq d 4x8= 3x6= 6x8- d e 14 17 15 10 8 3x4= 2x4 II 3x4 II 5.15 L12 4x8 2-7-0 1-7-0 11010 9-2-0 15-9-0 16-0-0 1@-4�0 20.2-1 1-70 3 6-7-0 e-7-0 2-3-0 1-10-6 0-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 Vert(LL) -0.15 12-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -0.28 12-13 >751 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(CT) 0.16 8 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:123 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2'Except* BOT CHORD Rigid ceiling directly applied. 13-15:2x4 SP No.3 WEBS 2x4 SP No.3*Except* 1-17,6-8:2x6 SP No.3 REACTIONS. (size) 17=0-8-0,8=0-8-0 Max Horz 17=-281(LC 6) Max Uplift 17=-141(LC 8).8=158(LC 8) Max Grav 17=1018(LC 14),8=1184(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 16-17=-888/157,2-4=-1716/336,4-5=1675/249,5-6=-2568/324 BOT CHORD 13-16=0/543,12-13=0/400,9-12=-278/2369 WEBS 2-12=283/1592,4-12=-550/216,5-12=838/145,6-9=-318/2504,6-8=-911/147, 2-16=-820/214 NOTES. 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat[ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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 w111l fit between the bottom chord and any other members,with BCDL=10.Opsf. This item has been 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) electronically signed and 17�141,8=158. sealed by Finn,Walter, PE 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheIetrock be applied directly to the bottom chord. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MTek USA,Iris:FL Curt 66M 6904 Parke East Blvd.Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek" Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTP/f Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883143 J40997 E07 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:15 2021 Page 1 ID:7b8eR09OC1 HXoRKgzpo36wy3oO7-NZOIJEHIgLFlkcEOb3e2v8DKhTfJOTi2i8_ECQzkGBI 6-10-0 13.4-7 2D-2-8 6-10-0 6-6-8 6-10-1 Scala=1:40.6 1 4.00112 zzz- 3x4 2 3x6 3 4x6 4 2x4 II 5 8 IC, • : 9 8 • i 1D 3x8= 3x4= 3x6= 7 3x4= 3x6= 9-1-12 18-0-0 18-0r0 20-2-8 9-1-12 8-10A 0 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.12 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.26 9-10 >822 180 BCLL 0.0 Rep Stress Incr YES WB 0.64 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC20201rP12014 Matrix-AS Weight:112 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3*Except* WEBS 1 Row at midpt 2-10 1-10,5-7:2x6 SP No.3 REACTIONS. (size) 10=0-8-0,7=0-8-0 Max Horz 10=-304(LC 6) Max Uplift 10=-151(LC 8),7=175(LC 8) Max Grav 10=798(LC 14),7=1011(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-1011/194 BOT CHORD 9-10=53/752,7-9=177/1078 WEBS 2-10=887/230,2-9=0/441,4-7=1230/259,5-7=-254/113 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.Il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component, 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 100 lb uplift at joint(s)except Gt=lb) 10=151,7=175. 6)This!truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum This item has been sheetrock be applied directly to the bottom chord. electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cbrt 6634 6904 Parka East Blvd.Tampa FL 33810 Date: February 17,2021 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not �• a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall Ni building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 a Job Truss Truss Type Qty Ply Sztankovits Res T22883144 J40997 E08 Roof Special 10 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:16 2021 Page 1 I0:?bBeRO90C1 HXoRKgzpo36wy3o07-rlyhXaHwbfN9LmpC9m9HRMmURs?v7xOCwolnlszkGBH 6-7-7 12.11.6 1"-14 6-7-7 6-3-15 6-7-8 Scale=1:39.5 1 4.00112 i II 3x4 2 3x4 3 4x6 4 2x4 11 5 6 I� 9 6 f 10 3x4= 3x4= f 7 3x4= 3x6= 3x8= 8-9-15 17-4-6 17.8r6 19-6-14 ' 8-9-15 8.6-7 -4 1-011 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.13 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.72 Vert(CT) -0.27 9-10 >753 180 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(CT) 0.02 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:104 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 20 SP No.3*Except* WEBS 1 Row at micipt 2-10 5-7:2x6 SP No.3 REACTIONS. (size) 10=Mechanical,7=0-8-0 Max Horz 10=-296(LC 6) Max Uplift 10=-146(LC 8),7=170(LC 8) Max Grav 10=773(LC 14),7=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-4=-977/188 BOT CHORD 9-10=-51/734,7-9=168/1024 WEBS I 2-10=876/223,2-9=0/428,4-7=-11921253 NOTES 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL1 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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. This Item has been 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb) electronically signed and 10=1;46,7=170. sealed by Finn,Walter, PE 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 m,ra USA,Inc.FL Cart 0634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only whh MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and properly damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSbTPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Fruss Truss Type Qty Ply Sztankovits Res T22883145 J40997 Roof Special 1 1 i Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:17 2021 Pagel ID:7b8eR090C1HXoRKgzpo36wy3oO7-KyW3kwlyMyVozwOPiUgW ZlgUGOasLZL9STKHIzkG8G 1-11-14 7-9-0 13-6-2 19-0-14 1-11-14 5-9-2 5-9-2 6.0-11 4x4= 4.00112 Scale=1:36.5 1 2 3x4 3x4 3 4 N 4x6 5 2x4 11 6 7 [og e e 11 10 9 e e 2 B 3x4 2x4 l I 4x8= 3x4= 3x4= 3x6 = 1 1-11-14 9-8-2 17.4.6 17.8 6 19 6-14 1-11-14 7-8-0 7-8-4 �- 1 I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.07 10-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.16 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.74 Horz(CT) 0.02 8 n/a rile BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:117 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 6-8:2x6 SP No.3 REACTIONS. (size) 12=Mechanical,8=0-8-0 Max Horz 12=-269(LC 6) Max Uplift 12=-145(LC 8),8=172(LC 8) Max Grav 12=762(LC 1),8=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-782/170,2-3=-327/113,3-5=1025/198 BOT CHORD 10-11=79/822,8-1 0=-1 641994 WEBS 1-11=136/795,3-11=-741/200,3-10=0/335,5-8=-1211/246 NOTES. 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL,=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Thisjtruss 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 This item has been will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. electronically signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 12=145,8=172, using a Digital Signature. 9)Thisitruss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTTek USA,Inc.FL'Cart 6034 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not �- a truss system.Before use,the building designer must verly the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPll Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tampa,FL 36610 s� Job , Truss Truss Type Qty Ply Sztankovits Res T22883146 J40997 E10 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:17 2021 Page 1 ID:?1b8eR090C1HXoRKgzpo36wy3oO7-KyW3kwlYMyVOzwOPiUgW ZlgXGPDsLxL9STKHlzkG8G 4-1-14 10-9-2 17A-6 19 6 14 4-1-14 6-7-4 6-7-4 2-2-8 I 1:35.1 Scale= 3x4= 4x8= 4.00 12 , 1 2 3x4 3 3x4 4 n 3x6 FL ri I� ° e 10 9 B ° ° 2x4 11 11 3xB= 44- 3x4= 72x4 II 3x4= 4-1-14 10-9-2 17-4-6 1 - 6 19-6-14 4-1-14 6-7-4 6-7-4 1-10-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 Vert(LL) -0.05 9-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.46 Vert(CT) -0.11 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.01 7 file n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-AS Weight:110 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-7:2x6 SP No.3 REACTIONS. (size) 11=Mechanical,7=0-8-0 Max Harz 11=-237(LC 6) Max Uplift 11=-143(LC 8).7=173(LC 8) Max Grav 11=762(LC 1),7=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-735/164,1-2=-457/165,2-4=-568/150,4-5=-1199/228 BOT CHORD 9-10=-139/1072 WEBSi 1-10=-143/767,4-10=-689/175,5-9=134/1022,5-7=-877/223 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat!11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. it is the'responsibility of the fabricator to increase plate sizes to account for these factors. 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 This item has been will fit between the bottom chord and any other members. 7)Refer to girders)for truss to truss connections. electronically Signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE 11 i143,7=173. using a Digital Signature. 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MTek USA,Inc.FCCort 6634 6904 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883147 J40997 Ell Roof Special 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:18 2021 Page 1 ID:7bBeRO9CC1 HXoRKgzpo35wy3oO7-oB4RxGJA7Gdsb4zbGBBIWnrrTglDbt_Uo5CuplzkGBF 6-1-14 11-9-2 17-4.6 1"14 6-1-14 5-7-4 5-7-4 Scale Scale=1:33.5 I 'I 3x6= 5x5= 4.00 12 .1 15 2 i 3x4 3 3x4 4 3x6 ZZ 5 6 lot e e 9 8 e e 7 2x4 11 3x4= 11 3x8= 3x4= 4x4= 2x4 11 6 1 14 11-9-2 17-4-6 17-8 6 ltl%148 i 6 1 14 5-7-4 5-7-4 0-4 0 1 10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.03 10-11 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.08 B-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(CT) 0.01 7 nla n1a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:105 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-7:2x6 SP No.3 REACTIONS. (size) 11=Mechanical,7=0-8-0 Max Harz 11=207(LC 6) Max Uplift 11=-142(LC 8),7=175(LC 8) Max Grav 11=762(LC 1),7=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-11=-706/167,1-2=-664/193,2-4=769/182,4-5=-1186/228 BOT CHORD 8-10=147/1067 WEBS!I 1-10=-149/811,4-10=-4671127,5-8=153/1076,5-7=-879/213 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11l;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOLT=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific - to the use of this truss component. 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Thisjtruss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members, electronically signed and 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) sealed by Finn,Walter, PE 11=142,7=175. using a Digital Signature. 9)Thistruss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this she Itrock be applied directly to the bottom chord. document are not Considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22939 MITsk USA,Inc.FL Ce1t8634 6904 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 I _ r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.6/19/2020 BEFORE USE. Vol Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MTek• Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabriceaon,storage,delivery,erection and bracing of trusses and truss systems,see ANS117PH Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tempo,FL 36610 i Job , Truss Truss Type Qty Ply Sztankovits Res T22883148 J40997 E12 Roof Special 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 1710:25:19 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3o07-GKepgcKoualiCEYngvj-3—Owl4OOKKBed[yRLBzkGBE 7-11-14 13-7-9 19-6-14 7-11-14 5-7-11 5-11-5 Scale=1:33.8 i I 3x8= 8x8= 1 13 2 4.00 12 3 34 2x4 II 4 5 I� a e 8 7 ' e 9 3xB= 3x4= 6 3x4= 3x4 11 3x6= 7-11-14 17-4.6 17-8,6 19 6-14 7-11-14 9-4-8 -4�0>� Plate Offsets(X,Y)— [2:0-3-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) -0.14 6-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.30 6-8 >693 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Horz(CT) 0.02 6 n/a nla BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:100 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 4-6:2x6 SP No.3 REACTIONS. (size) 9=Mechanical,6=0-8-0 Max Horz 9=-180(LC 6) Max Uplift 9=-141(LC 8),6=176(1_13 8) Max Grav 9=762(LC 1),6=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-9=-692/167,1-2=865/212,2-3=-977/200 BOT CHORD 6-8=-174/972 WEBS 1-8=-155/908,3-6=1140/283 NOTES, 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOLL 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Item has been 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 id between the bottom chord and any other members. electronically signed and 7)Rel`4to girder(s)for truss to truss connections. sealed by Finn,Walter, PE 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb) using a Digital Signature. 9=1d1,6=176. Printed copies of this 9)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum document are not considered sheetrock be applied directly to the bottom chord. Signed and Sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 6834 6864,Parke East Blvd.Tampa FL 33610 Date: February 17,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use ony with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not ��- a truss system.Before us a,the building designer must verify the applicability of design paramaters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOWis always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 a a Job Truss Truss Type Qty Ply Szlankovits Res T22883149 J40997 E13 Common 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:20 2021 Page 1 ID:?b6eRO90C1HXoRKgzpo36wy3oO7-kXCBMxKQfttag07_OcEDcCwB6UNJ3mpnrPh_udzkGBD 4 4-15 8-6-6 13-10-13 19-6-14 4115 4-1-7 5-4-7 5-8-1 Scale=1:33.3 4x4= 4.00 12 3 4x8 2 43x6 2x4 II 1 2x4 II 5 6 s I� g B e e 10 3x6= 3x8= 3x4= 7 3x4= 3x8= 8_6_6 174- 1 -8 19-614 8.6-6 8-10-0 -4- 1 10 8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.10 7-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.69 Vert(CT) -0.21 7-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:96 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORQ Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 5-7:2x6 SP No.3 REACTIONS. (size) 10=Mechanical,7=0-8-0 Max Horz 10=111(LC 6) Max Uplift 10=-138(LC 8),7=178(LC 8) Max Grav 10=762(LC 1),7=986(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-985/209,3-4=-1001/205 BOT CHORD 9-10=-164/974,7-9=178/967 WEBS1 3-9=8/337,2-10=956/208,4-7=-1190/285 I NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat 11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the'responsibility of the fabricator to increase plate sizes to account for these factors. 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 This item has been will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections, electronically signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b) sealed by Finn,Walter, PE 10=�1 using a Digital Signature. copies Si this38,7=178. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed co sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE NoZ836 MITek USA,Ind.FL Carl:6634 69.04 Perko East Blvd.Tampa Fl.33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5/192020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not ^ a truss system.Before use,the building designer must verify the applicahllity,of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety lnformatlon available from Truss Plate institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 9 Jab Truss Truss Type City Ply Sztankovits Res T22883150 J40997 E14 Common 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:20 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3o07-kXCBMxKCiftlag07_ocEDCCWBIUMZ3mMnrPh_udzkG8D 4.4-15 8-6-6 12-11-10 17-M 4-4-15 4-1-7 4-5-4 4-8-12 I Scale=1:29.7 4x4= I 3 4.00 12 I 46 2 44x6 2x4 11 3x4 11 1 5 m s s 8 7 s s 9 3x8= 3x4= 6 3x8= 3x8= 8.6-6 17-M 8-6-6 9-2-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.12 6-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.24 6-8 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.03 6 n/a We BCDL 10.0 Code FBC2020frP12014 Matrix-AS Weight:91 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT C ORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied. WEBS 2x4 SP No.3*Except* 5-6:2x6 SP No.3 REACTIONS. (size) 9=Mechanical,6=0-8-0 Max Horz 9=-111(LC 6) Max Uplift 9=-141(LC 8),6=141(LC 8) Max Grav 9=779(LC 1),6=779(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1021/213,3-4=-1026/212,4-5=303/52 BOT CHORD 8-9=-168/1007,6-8=-191/1091 WEBS 1 3-8=-29/374,2-9=997/215,4-6=-981/230 NOTESI 1)Unbalanced roof live loads have been considered for this design. 2)Windy ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL;1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 This item has been will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. electronically Signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) sealed by Finn,Walter, PE 9=14;1,6=141. using a Digital Signature. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum Printed copies of this sheetrock be applied directly to the bottom chord. p document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTak USA,Ind.FL Cart 0634 .6804 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with Mrrek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSNTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 1 Job Truss Truss Type Qty Ply Sztankovits Res T22883151 J40997 E15 COMMON 1 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 1710:25:22 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3o07-gvJyndMhBV713hHMVIGhhc?apH2aXgT4JjA5yWzkG8B 4-8-12 0-2-0 13-7-4 18-4-0 4-8-12 4-5-4 - 4-5-4 4-8-12 Scale=1:30.7 4x4= 3 4.00 12 4x6 44x6 2 3x4 11 3x4 11 1 5 m a e c 6 7 9 3x8= 4x4= 6 3xB= 3x8= 9-2-0 18-4-0 9-2-0 9-2-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0.11 6-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.24 6-7 >910 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.03 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:94 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEB§ 2x4 SP No.3*Except* 1-9,5-6:2x6 SP No.3 REACTIONS. (size) 9=0-8-0,6=0-8-0 Max Horz 9=107(LC 6) Max Uplift 9=-146(LC 8),6=146(LC 8) Max Grav 9=804(LC 1),6=804(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-300/54,2-3=-1089/223,3-4=-1089/223,4-5=-300/54 BOT CHORD 7-9=199/1137,6-7=-199/1137 WEBS 3-7=-31/402,2-9=1033/237,4-6=-1033/237 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=10811;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=O.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As'requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 This item has been will fit between the bottom chard and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)except(jt=lb) electronically signed and 9=146,6=146. sealed by Finn,Walter, PE 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waitor P.Finn PE No.22839 MTTek USA,Inc.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Duality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tampa,FL 36610 Job Truss Truss Type Oty Ply Sztankovits Res T22883152 J40997 E16 COMMON 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:23 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-85tK7zNJxoF9hrsY3knwDgYkvhTXG5JDYNwfvyzkG8A 2-2-8 6-7-8 11-M 15-5-12 20-2.8 2-2-8 4-5-0 4-5-0 4-5-4 4-8-12 Scale=1:33.1 4x4= 4 4.00 12 4x4 4x4 3 5 2x4 11 3x4 11 2 6 r+l I 1 6 e e 10 9 6 7 11 3x6= 3x4= 3x6= 3x4= 3x4— 34= 1-1 -8 2-2l 8-1-5 14-0-3 20-2-8 , 1-1211 0-0-0 5-10-13 5-10-13 6-2-5 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.04 8-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.40 Vert(CT) -0.09 8-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(CT) 0.03 7 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:100 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 2-11:2x6 SP No.3 REACTIONS. (size) 11=0-8-0,7=Mechanical Max Horz 11=106(LC 7) Max Uplift 11=-245(LC 8),7=140(LC 8) Max Grav 11=1014(LC 1),7=791(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 3-4=-1142/238,4-5=1193/256 BOT CHORD 10-11=-150/1072,8-10=-100/908,7-8=180/1155 WEBS 2-11=-286/124,3-11=1265/264,4-10=15/256,4-8=-42/327,5-7=1102/194 NOTESi 1)Unbalanced roof live loads have been considered for this design. 2)Wind;ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOLL 1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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. This Item has been 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=lb) 11=i45,7=140. electronically signed and 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sealed by Finn,Walter, PE sheetrock be applied directly to the bottom chord. using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,inc.FL'Cort6634 :994Parke East Blvd.Tarsi 33910 Date: February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.sit M020 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Cdterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,SuR9 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type City Ply Sztankovits Res J40997 F01G HIP GIRDER 2 1 Job Reference(optional) T22883153 East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:24 2021 Page 1 ID:?bBeRO9DC1 HXoRKgzpo36wy3oO7cIRiCJOxi6NOJ?Q Ids 19mI5vm51k?fiNm1fC1 OzkG89 1-108 2-7-0 4-1-1 8-" 12-7-15 112-0 14-10-5 16-9-0 1-10 8 0-8-8 1.6.1 4-3-7 4-3-7 1-6-1 0-8 8 1-10 8 NAILED Scale:3/8"=1' Special NAILED 4.00 12 48= Special NAILED 1x4 II NAILED 4x8= SX10 3 24 4 25 5 4x10 2 8 1 7 14 �E� I0 8X12 15 8 3 12 ?17 3x4= s 3x4= 13 12 26 11 27 10 9 2x4 II 3x4= NAILED 3x8= NAILED 3x4= 2x4 II Special NAILED Special NAILED _ 1-101 12-7-0 4-1-1 B-4-8 12-7-15 14-2-0 14-10 8 16-9-0 1-10.8 0-8$ 1 6 1 4-3-7 4-3-7 1 6 1 0$8 1-10 8 BUILDING DESIGNER MUST REVIEW LOADS TO VERIFY THAT THEY ARE CORRECT FOR THE INTENDED USE OF THIS TRUSS. Plate Offsets(X,Y)— [1:0-0-0,0-0-141 [2:0-2-4 0-2-12] [3.0-5-4 0-2-0] [5:0-5-4 0-2-01 [6:0-2-4 0-2-0] [8.0-3-0 0-1-81 [14:0-2-12 0-0-0] I LOADING (pall) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) 0.01 11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.03 17 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MS Weight:102 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-15,6-17:2x8 SP No.3,2-13,6-9:2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (size) 16=0-8-0,17=0-8-0 Max Horz 16=-32(LC 30) Max Uplift 16=-542(LC 8),17=483(LC 5) Max Grav 16=61 O(LC 39).17=61 O(LC 38) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-196/399,3-4=384/398,4-5=-384/398,5-6=-198/390 BOT CHORD 14-16=-567/471,2-14=580/513,11-12=-351/168,10-11=350/161,8-17=589/466, 6-8=-582/461 WEBS 2-12=-446/354,3-12=-245/333,3-11=1 95/289,4-11=-259/263,5-11=-195/288, 5-10=-249/367,6-10=468/357 NOTES-� 1)Unbalanced roof live loads have been considered for this design.2)Wind:1ASCE 7-16;Vuft=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=aft; This Item has been Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber electronically signed and DOL=i1.60 plate grip DOL=1.60 sealed by Finn,Walter, PE 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to theluse of this truss component. Printed Copies of this 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. document are not considered 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 signed and sealed and the will fit between the bottom chord and any other members. signature must be verified le 7)Bearing at joint(s)16,17 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify si an electronic capacity of bearing surface. y copies. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) Walter P.Finn PE No.22639 16=542,17=483. Ml7ek USA,Inc.FL Ceit 0834 9)"NAILED"indicates 3-1Od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 February 17,2021 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek'is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMP11 Quality Criterla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovils Res T22883153 J40997 . F01G HIP GIRDER 2 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:24 2021 Page 2 ID:7b8eR090C1 HXoRKgzpo36v/y3oO7-clRiCJOxi6NOJ7QldS19m15vm5lk:rNmlfC10zkG89 NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)164 lb down and 601 lb up at 4-1-1,and 164 lb down and 601 lb up at 12-,7-15 on top chord,and 23 lb down and 159 lb up at 4-1-1,and 23 lb down and 159 lb up at 12-7-3 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). I LOAD CASE(S) Standard 1)Dea i+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=70,3-5=70,5-7=70,14-18=-20,9-13=20,8-21=20 Concentrated Loads(lb) Vert:3=320(F)5=320(F)12=105(F)11=8(F)4=126(F)10=105(F)24=63(F)25=63(F)26=4(F)27=4(F) I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with Mi rek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP17 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883154 J40997 F02 Hip 2 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:25 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-5U74PfOZTQVtx97xA9pOJFdOyV7Uk5DW?hPlZrzkG88 3-9-9 B-4-7 12-2-0 3-9-9 4-6.14 3-9-9 4.00 12 5x5= 4x4= Scale=1:25.8 2 3 4 3x a zxa II a 1 A 4 N 6 5 7 3x8= 2x4 �I 3x8= i 3-9-9 8-4-7 12-2-0 3-9-9 ' 4-6-14 3-9-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.10 6-7 >999 240 MT20 244/190 TCDLI 15.0 Lumber DOL 1.25 BC 0.49 Vert(CT) -0.21 6-7 >686 180 BCLL 0.0 Rep Stress[nor YES WB 0.25 Horz(CT) 0.00 5 n/a n/a BCDLI 10.0 Code FBC2020/TP12014 Matrix-AS Weight:72 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REA ITIONS. (size) 5=Mechanical,7=Mechanical Max Horz 7=144(LC 6) Max Uplift 5=-97(LC 8),7=97(LC 8) Max Grav 5=534(LC 1),7=534(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-388/125,3-4=-452/117,4-5=-520/102 BOT CHORD 6-7=-118/357 WEBS 2-7=-443/119,4-6=63/469 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Provide adequate drainage to prevent water ponding. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonboncurrent 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 This item has been will,fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connections. electronically signed and 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,7. sealed by Finn,Walter, PE 10)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL'Cart 6034 6804'Parko East Blvd.Tampa FL 33610 Date: February 17,2021 i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5119/2020 BEFORE USE. �' Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 N. t Job Truss Truss Type Qly Ply Sztankovits Res T22883155 J40997 F03 Hip 2 1 Job Reference c liana! East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 1710:25:26 2021 Page 1 I0:?bBeR090C1HXoRKgzpo36wy3o07-ZgZTd?PBEjdkYJa7ktLdrSABOuwwTZBgELS35HzkGB7 6A-7 5-9-9 1. 12-2-0 5-9.9 69-9 0-3-7 Scale=1:31.0 4x6= 4.00 12 2 i 3x8 3x8 3 1 N g 5 4 7 3x8= 3x4= 2x4 II 2x4 11 6-4-7 5-9-9 -1- 12-2-0 5-9-9 53-9 037 LOADING (psi) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.53 Vert(LL) -0.03 4-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.29 Vert(CT) -0.05 6-7 >999 180 BOLL 0.0 ' Rep Stress)nor YES WB 0.14 Horz(CT) -0.00 4 n/a We BCDL 10.0 Code FBC20201TP12014 Matrix-AS Weight:70 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS I 2x4 SP No.3 REACTIONS. (size) 7=Mechanical,4=Mechanical Max Horz 7=161(LC 7) Max Uplift 7-97(1_C 8),4=-97(LC 8) Max Grav 7=534(LC 1),4=534(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-472/131,2-3=-472/131,1-7=-478/117,3-4=-478/117 WEBS 1-6=-37/374,3-6=38/374 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:IASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=10Bft;L=70ft;eave=8ft; Cat.[Ill Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. This item has been 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,4. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and sheetrock be applied directly to the bottom chord. sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MiTak USA;Inc.FL Cart6634 6804 Perko East Blvd.Tampa FL 33810 Date: February 17,2021 ®;WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.6/19/2020 BEFORE USE. �- Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall WOW building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing iVliTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Fill Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 t , Job Truss Truss Type Qty Ply Sztankovits Res T22883156 J40997 FG01 FLAT GIRDER 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:27 2021 Page 1 ID:?b8eRO90C 1 HXoRKgzpo36wy3oO7-1 t7rgLQp?1 IbAS9KlassOgjJz117CrspS?usejzkGB6 3.8-11 7-3-9 10-10-8 14-5-7 18.0-5 21-9-0 3 8 11 3-0 15 3-6-15 3 6 15 3 6 15 3-8-11 Scale=1:36.4 I 2x4 II 7x8= 2x4 II ex6= 7x8= 2x4 II 8x12= 8x12= 1 17 2 18 19 3 20 21 4 225 23 6 24 25 267 27 8 17 1 15 14 13 12 11 10 9 5.6' II 7x12= 2x4 I I 5x10 M18SHS= 2x4 II 7x12= 5x6 11 5x8= 3 8 11 7-3-9 10-10-8 145-7 18-0-5 21-9-0 1 3-8 11 3-0 15 3515 3-0-15 3 6 15 3-8-11 Plate Offsets(X Y)- [5:0-3-0,Edgej I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.60 12 >421 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.85 12 >300 180 M18SHS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.88 Horz(CT) 0.11 9 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MS Weight:367 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-15 cc puriins, BOT CHORD 2x4 SP M 31 except end verticals. WEBS 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 9-11-14 cc bracing. 1-16,8-9:2x8 SP No.3,1-15,8-10:2x4 SP No.2 REACTIONS. (size) 16=Mechanical,9=Mechanical Max Horz 16=-48(LC 4) Max Uplift 16=-2656(LC 9),9=2199(LC 5) Max Grav 16=5493(LC 1),9=4559(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-16=-5325/2562,1-2=-1207515841,2-3=-12075/5841,3-4=-22147/10696, 4-6=-22147/10696,6-7=-12019/5812.7-8=-12019/5812,8-9=-4392/2106 BOT CHORD 15-16=-490/945,14-15=-9423/19484,12-14=-9423/19484,11-12=9398/19452, 10-11=-9398/19452,9-10=452/915 WEBS 1-15=-5653/11717,2-15=-1368/638,3-15=-7766/3751,3-12=-1349/2792,4-12=-1598/741, 6-12=-1369/2826,6-10=7792/3760,7-10=-1349/627,8-10=-5643/11690 NOTES. 1)3-ply truss to be connected together with 1Od(0.131"x3")nails as follows: Top Chords connected as follows:2x8-2 rows staggered at 0-9-0 cc,2x6-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows:2x4-1 row at 0-9-0 cc. Webs connected as follows:2x4-1 row at 0-9-0 cc. 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. This Item has been 3)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch electronically signed and left apd right exposed;Lumber DOL=1.60 plate grip DOL=1.60 sealed by Finn,Walter, PE 4)Building Designer/Project engineer responsible for verifying applied roof live toad shown covers rain loading requirements specific using a Digital Signature. to the use of this truss component. Printed copies of this 5)Prov;de adequate drainage to prevent water ponding. p 6)All plates are MT20 plates unless otherwise Indicated, document are not considered 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signature must be verified will fit between the bottom chord and any other members. On any electronic Copies. 9)Refe{to girder(s)for truss to truss connections. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except T=lb) Walter P.Finn PE No.22639 MiTek USA,Inc:FL Cart 6634 16=2656,9=2199. 6904 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall Dat building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPlf Quality Criteria,DSB.89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 L Job Truss Truss Type Qty Ply Sztankovits Res T22883156 J40997 1 FG01 FLAT GIRDER 1 3 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:28 2021 Page 2 1 ID:?b8eR090C1 HXoRKgzpo36wy3o07-V3hD2gRSmLlSockWslN5wtFUji5Mxl6zhfdQAAzkG85 NOTES- 11) Henger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)806 lb down and 440 lb up at 0-3-10,734 lb down and 467 lb up at 1-84,734 lb down and 467 lb up at 3-84,734 lb down and 467 lb up at 5-8-4.734 lb down and 467 lb up at 7-8-4,734 lb down and 467 lb up at 9-8-4,734 lb down and 467 lb up at 11-8-4,734 lb down and 467 lb up at 13-8-4,734 lb down and 467 lb up at 15-8-4,and 734 lb down and 467 lb up at 17-8-4,and 734 Ib down and 467 Ib up at 19-8-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dea,d+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-8=70,9-16=20 Concentrated Loads(lb) Vert:1=-806 2=-734 17=734 18=734 20=-734 21=-734 22=-734 23=734 25=-734 26=-734 27=-734 I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. ' Design valid for use only with MiTek0 connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Nil building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Meek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage•delivery,erection and bracing oftrusses and truss systems,see ANSI?P/1 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. SafetyInformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 r i Job Truss Truss Type Qty Ply Sztankovits Res T22883157 J40997 FG03 FLAT GIRDER 1 I Job Reference(Optional) East Coast Truss, R.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:29 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-zFEbFOR4Xe?JPmJiP?uKT5oY6TGgkQ6wJNziczkG84 3-11-10 7-9.8 11-7-6 15-7-0 3-11-10 3-9-14 3-9-14 3-11-10 Scale=1:25.7 2x4 II 4x12= 4x8= 2x4'II 1Ox16 II 1 13 2 14 15 3 16 4 17 5 18 19 6 �Ox18 II 11 10 9 8 12 7x10= 2x4 II 7x10= 7 6x8 M18SHS= 3-11-10 7-9-8 11-7-6 15-7-0 3-11-10 3-9-14 3-944 3-11-10 Plate Offsets(X Y) (6.0-4 12 0-4 01 (12:0-4-12 0-4-01 LOADINIG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.25 9 >723 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.39 9 >466 180 M18SHS 244/190 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.04 7 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MS Weight:199 lb FT=20% LUMBER- BRACING- TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-6-1 cc purlins, BOT CHORD 2x6 SP SS except end verticals. WEBS I 2x4 SP No.3'Except' BOT CHORD Rigid ceiling directly applied or 8-0-8 cc bracing. 1-12,6-7:2x8 SP No.3,1-11,6-8:2x4 SP No.2 REACTIONS. (size) 12=Mechanical,7=0-6-0 Max Horz 12=-44(LC 19) Max Uplift 12=-1694(LC 9).7=1785(LC 7) Max Grav 12=3861(LC 1),7=3380(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-12=-3468/1503,1-2=-8673/3771,2-3=-8673/3771,3-5=7705/3144,5-6=7705/3144, 6-7=-3064/1672 BUT CHORD 11-12=-555/1195,9-11=-5066/12087,8-9=-5066/12087,7-8=-424/1013 WEBS 1-11=-336417774,2-11=-14631660,3-1 1=-353911 348,3-8=-4543/1995,5-8=-849/271, 6-8=-2825/6957 NOTES- 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x8-2 rows staggered at 0-9.0 cc,2x6-2 rows staggered at 0-9-0 cc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 cc. Webs(connected as follows:20-1 row at 0-9-0 cc. 2)All(Dads 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:i SCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; This item has been Cat.11ji,Exp B;Encl.,GCpi=0.18;MWFRS(directional);end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 electronically signed and 4)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck sealed by Finn,Walter, PE to the use of this truss component. using a Digital Signature. 5)Provide Printed adequate drainage to prevent water ponding. COp18S Of this 6)All pl es are MT20 plates unless otherwise indicated. 7)This:SS has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. documentPrinted co are not considered 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide signed and sealed and the will fit between the bottom chord and any other members. signature must be Verified 9)Refer to girders)for truss to truss connections. on any electronic Copies. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 12=1 94,7=1785. Walter P.Finn . LCiert 9 MRek USA,Inc.FLIIsrt8tt34 6004 Parke East Blvd.tamps FL 33810 Date: Continued page 2 February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �f Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• islalways required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the tabricstion,storage,delivery,erection and bracing of trusses and truss systems,see ANSIfTPIt Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 r Job TFGO3 Truss Type City Ply Sztankovits Res T22883157 J40997 FLAT GIRDER 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2p20 MTek Industries,Inc. Wed Feb 17 10:25:29 2021 Page 2 1 ID:7bBeRO90C1HXoRKgzpo36wy3o07-zFEbFDR4Xe9JPmJiP9uKT5oY6TGgkQ6wJNziczkG84 NOTES- 11) He or other connection device(s)shall be provided sufficient to support concentrated load(s)735 lb down and 398 lb up at 0-3-10,778 lb down and 465 Ito up at 2-6-4,785 lb down and 475 lb up at 4-6-4.785 lb down and 482 lb up at 6-6-4,1309 lb down and 592 lb up at 8-6-4,305 lb down and 186 lb up at 10-4-7,261 lb down and 194 lb up at 12-4-7,and 421 lb down and 281 lb up at 14-4-7,and 841 lb down and 697 lb up at 15-3-6 on top chord. The design/selection of such connection devices)is the responsibility of others. LOAD ICASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-6=70,7-12=20 Concentrated Loads(lb) Vert:1=-735 6=-515 13=778 14=785 15=-785 16=-1309 17=305 18=261 19=-421 I i I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mire k• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPl1 Quality Criteria,DSB-99 and BCS/Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 f , Job Truss Truss Type oty Ply _ Sztankovits Res T22883158 J40997 G01G Hip Girder 1 1 Job Reference(optional) East Cbast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:30 2021 Page 1 ID:7bBeRO90C1 HXoRKgzpo36wy3oO7-RSozTMSily791wuvziPZ01LySWsmPLAF9z6WE2zkG83 3-0-0 6-0-0 8-8-0 10-0-12 12-10-8 3-0-0 3-0A 2-8-0 1 8 12 2-512 Scale=1:22.3 Special NAILED 4.00 12 4x4= 5x5= NAILED 2 14 3 34 2x4 II 4 1 1x4 II 5 N 6 V Id C 6• 9 15 16 n �' G 3x8= NAILED Special G B G• 7 3x4= 10 2x4 II Special 34= 1x4 II 3-0-0 8-8-0 104-12 10r�-8 12-10-8 3-0-0 5-8-0 1-8-12 0.0 12 2-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (ice) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.02 8-9 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.36 Vert(CT) -0.06 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.20 Horz(CT) 0.00 8 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-MS Weight:65 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3`Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 4-8,1-1D:2x6 SP No.3 REACTIONS. (size) 10=0-8-0,8=D-8-0,7=0-1-8 Max Herz 10=-89(LC 6) Max Uplift 10=-195(LC 8),8=-272(LC 8),7=-155(LC 29) Max Grav 10=496(LC 17),8=790(LC 1),7=243(LC 15) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=524/209,2-3=-458/206,1-10=494/174 BOT CHORD 8-9=122/330 WEBS 3-8=-708/217,1-9=193/527 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wiind:IASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;8=10811;L=70ft eave=8ft; Cat.III Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left antl right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 4)Provide adequate drainage to prevent water pending. 5)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This item has been 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. electronically Signed and 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. Sealed by Finn,Walter, PE 9)provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b) using a Digital Signature. 10=195,8=272,7=155. Printed copies of this 10)"NAILED"indicates 3-10d(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. document are not considered 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)217 lb down and 163 lb up at 3-0-0lon top chord,and 114 lb down and 9 lb up at 3-0-0,and 168 Itodown and 30 Itoup at 5-11-4 on bottom chord. The signed and sealed and the design/selection of such connection device(s)Is the responsibility of others. signature must be Verified 12)]nth LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). on any electronic Copies. Waiter P.Finn PE No.22839, LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 MiTek Parke Inc,FL Cert Tampa 6804 Parkra East Blvd.Tampa FL 33810 Data: Continued onpage 2 February 17,2021 I Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. �� Design valid for use any with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is'always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,sea ANSI1TP/f Duality Criteria,DSB-89 and BCSI Building Component 6204 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf.MO 20601 Tampa,FL 36610 I F ' Job Truss Truss Type Qty Ply Sztankovits Res T22883158 J40997 G01G Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:30 2021 Page 2 j ID:7b8eRO9OC1 HXoRKgzpo36wy3o07-RSozTMSily791wuvziPZ01LySWsmPLAF9z6WE2zkGB3 I LOAD CASE(S) Standard Uniform Loads(plf) ConceVert:1-2=70,2-3=70,3-6=70,1G-11=-20 ntrated Loads(Ib) Vert:2=-92(F)3=-68(F)9=20(F)14=68(F)15=20(1=)16=-72(F) I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5r192020 BEFORE USE. ■ .Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not • �a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Job Truss Truss Type Qty Ply Sztankovits Res T22883159 J40997 G02 Common 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:30 2021 Page 1 ID:7bBeR090C1 HXoRKgzpo36wy3o07-RSozTMSily791wuvziPZ0ILy6WvFPMgF9z6WE2zkGB3 i 4-6-0 8-8-0 10-4-12 12-10-8 4-6-0 4-2-0 1-8-12 2-5-12 Scale=1:22.2 4x4= 4.00 12 2 I i 3xe 15� 3x6 1 3 1x4 II 4 5 I� C Q• 8 E d. g 3x8= 7 6 3x4= 2x4 11 2x4 11 1x4 11 4-&0 8-8-0 10-4-12 10 8 12-10-8 4-6-0 4-2-0 1•&12 0. 12 2-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) -0.01 8-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.14 Vert(CT) -0.01 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) -0.00 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:63 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3*Except* 3-7,1-9:2x6 SP No.3 REACTIONS. (size) 9=0-8-0,7=0-8-0,6=0-1-8 Max Horz 9=-101(LC 6) Max Uplift 9=-169(LC 8),7=251(LC 8),6=70(LC 5) Max Grav 9=332(LC 1).7=575(LC 1),6=230(LC 1) FORC S. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=297/174,2-3=295/175,1-9=-290/132 WEBS 3-8=-138/453,3-7=530/189 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.Il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Thisjtruss 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. This Item has been 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=lb) electronically signed and 9=169,7=251. sealed by Finn,Walter, PE 9)Thisltruss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum using a Digital Signature. sheetrock be applied directly to the bottom chord. Printed copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MTek USA,Inc.FL Cert 0634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2026 BEFORE USE. �- Design valid for use only with MiTekO connectors.This design is based any upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIr Quality Criteria,DSB•89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 t ' Job Truss Truss Type Qty Ply Sztankovits Res T22883160 J40997 H01G HIP GIRDER 1 Job Reference optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:25:32 2021 Page 1 ID:7b8eRO90C1HXoRKgzpo36wy3oO7-Ngwkt2UygZOtGE2H57S15jQJHJY4tFcYcHbdJxzkG81 1-8-11 5-9-5 7.6.0 1 8 11 4-0-10 1-8-11 Scale=1:14.8 4.00 12 Special 6x6= 5x8= NAILED Special 2 19 3 4 1 17 LA - �• 1' 63x8 II 20NAILED 5 Special A �. HUS26 HUS26 6x6= �. Special HUS28 �• 4x8 I I 4x8 I 1 8-11 5-9-5 7-" 1 8 11 4-0-10 1-8-11 Plate Offsets(X Y)- [2:0-5-8,0-1-121 [3:0-3-0 0-2-81 [4:Edge 0-9-111 [5:0-3-0 0-4-81 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 5-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MP Weight:103 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 SLIDER Left 2x6 SP No.3-t 1-10-10,Right 2x6 SP No.3-t 1-10-10 REACTIONS. (size) 1=0-8-0,4=0-8-0 Max Horz 1=13(LC 7) Max Uplift 1=-725(LC 8).4=716(1_C 8 Max Grav 1=1617(LC 36),4=1585(LC 37) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 260(lb)or less except when shown. TOP CHORD 1-2=641/293,2-3=1797/789,3-4=620/285 BOT CHORD 1-6=-763/1759,5-6=-813/1902,4-5=727/1671 WEBS 2-6=-449/1238,3-5=-406/1133 NOTES. I 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. 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 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 This item has been 5)Trussl designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry electronically signed and Gable End Details as applicable or consult qualified building designer as pe rANSIfrPI 1. sealed by Finn,Walter, PE 6)Bulldlrg Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific using a Digital Signature. to thel use of this truss component. Printed copies of this 7)Provide adequate drainage to prevent water ponding. 8)Gable studs spaced at 2-0-0 oc. document are not considered 9)This t ss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. signed and Sealed and the 10)'Th s 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 signature must be verified will fit between the bottom chord and any other members. On any electronic COp12S. 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 1=725,4=716. Walter P.Finn PE No.22839 12)UseIUSP HUS26 nth 14-16d nails into Girder&6-16d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-7-4 Mirek USA,Inc.FL Cort6634 from the left end to 5-7-4 to conned truss(es)to front face of bottom chord. 6904 Parke East Blvd.Tampa FL 33610 13)Fill all Hall holes where hanger is in contact with lumber. Date: 064tilNAI 60'OkVicBtes 3-1 od(0.148"x3")or 3-12d(0.148"x3.25")toe-nails per NDS guidlines. February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. " Design valid for use only with MiTekO connectors.This design Is based only upon parameters shown,and is for an Individual building component,not 'a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. (Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 r Job Truss �Trusa;Typii Qty Ply Sztanko4its Res T22683160 J40997 H01G HIP GIRDER 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 6.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:32 2021 Page 2 NOTES-1ID:7b8eR090C1HXoRKgzpo36wy3oO7-Ngwkt2UygZOtGE2H57S15jOJHJY4tFcYcHbdJxzkG81 NOTES- 15)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)84 lb down and 321 lb up at 1-8-11,and 84 lb down and 321 lb up at 5-9-5 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead i+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=70,2-3=70,3-4=70,7-13=-20 Concentrated Loads(lb) Vert:2=163(B)3=163(B)6=636(F=994,B=358)5=644(F=-1002,B=358)19=56(B)20=-945(F=998,B=53) , I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2g20 BEFORE USE. �� Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not at truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage,For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/f Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 1 Job Truss Truss Type Qty Ply Sztankovits Res T22883161 J40997 MG01 Monopitch Girder 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:33 2021 Page 1 ID:7b8eR090C1 HXoRKgzpo36wy3o07-sl U650VabtWkuNcTerzGdxzNGjolcl6irxLBrNzkGBO 5-0-0 500 Scale=1:16.7 3 4.00 12 2x4 5x5 2 Ll 11 12 � 4 p• �, SUH24 SUH24 2x4 II 3x10 11 5-0.0 5-0-0 Plate Offsets(X,Y)— [1:0-4-0 0-0-4) 1 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.04 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.75 Vert(CT) -0.09 4-9 >679 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.04 1 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MP Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBSI 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER Left 2x8 SP No.3-t 2-6-0 REACTIONS. (size) 1=0-8-0,4=Mechanical Max Horz 1=97(LC 7) Max Uplift 1=129(LC 8),4=159(LC 8) Max Grav 1=671(LC 1),4=796(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-3=-327/121 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cats.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 willjft 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 100 lb uplift at joint(s)except Qt=lb) 1=e U 4=159. This item has been 7)Use SP SUH24(With 4-10d nails Into Girder&2-10d x 1-1/2 nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-1t4 from the left end to 3-11-4 to connect truss(es)to front face of bottom chord. electronically signed and 8)Fill all nail holes where hanger is in contact with lumber. Sealed by Finn,Walter, PE 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). using a Digital Signature. LOAD CASE(S) Standard Printed copies of this 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 document are not considered Un form Loads(p11) signed and sealed and the Vert:1-3=70,4-5=20 signature must be verified Concentrated Loads(lb) on any electronic copies. Vert:11=-514(F)12=515(F) Walter P.Finn PE No.22838 MITek USA,Inc,FL'Cort 6634 6904 Parka East Blvd.Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511912020 BEFORE USE. �- Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TPI1 Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Job Truss Truss Type Qty Ply Sztankovits Res T22883162 J40997 MG02 MONOPITCH GIRDER 1 1 i Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:34 2021 Page 1 ID:7b8eRO9OC1HXoRKgzpo36wy3oO7-KD2UIkVCMBebWXBgCYUVABVtV7F7LCMr3b4kNpzkG8? 3-1-8 3-1-B Scale=1:13.7 4.00 12 3 5x5% 2x4 2 1 fl° 11 4 Q° HUS26 0° 2x4 11 3x8 II 3-1-8 3-1-8 Plate Offsets(X Y) [1.0 2 0 0 0 41 LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 4-9 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) -0.01 4-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 1 n/a n/a BCDL 10.0 Code FBC20201iP12014 Matrix-MP Weight:22 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. SLIDER I Left 2x6 SP No.3-t 2-6-0 REACTIONS. (size) 1=0-8-0,4=Mechanical Max Harz 1=69(LC 7) Max Uplift 1=-50(LC 8).4=-152(LC 5) Max Grav 1=273(LC 1),4=772(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;IExp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)Gable studs spaced at 2-0-0 oc. 5)This miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This buss has been designed for a live load of 20.Opsf on the bottom chard 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)Refer to girder(s)for truss to truss connections. This item has been 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1 except(jt=lb) electronically signed and 4=152.I 9)Use USP HUS26(With 14-16d nails into Girder&6-16d nails into Truss)or equivalent at 2-6-12 from the left end to connect sealed by Finn,Walter, PE trusses)to back face of bottom chord,skewed 0.0 deg.to the right,sloping 0.0 deg.down. using a Digital Signature. 10)Fill all nail holes where hanger is in contact with lumber. Printed Copies Of this 11) In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). document are not Considered LOAD C ISE(S) Standard signed and sealed and the 1)Dead IRoof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Uniform Loads(plf) on any electronic copies. Vert:1-3-70,4-5=20 Concentrated Loads(lb) Walter SA Ir,PENb.2rt'6 ( ) MiTek USA,Inc FL"Ceit663A Vert:11=-777(B) 6004ParkeiastBlvd,:TanipaFL336 0 Date: February 17,2021 ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511 912 02 0 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not �w a buss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fatiricanon,storage,delivery,erection and bracing of trusses and truss systems,see ANS&TPlf quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sa%etylnformatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883163 J40997 ' MV2 Valley 3 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 3Q 2020 MiTek Industries,Inc. Wed Feb 17 10:25:34 2021 Page 1 1 ID:7b8eRO90C1HXoRKgzpo36wy3o07-KD2UIkVCMBebWXBgCYUVABVhk7J?LCMr3b4kNpzkG8? 2-0-0 2-0-0 4.00112 Scale=1:6.1 2 3 2x4 2-0-0 2-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (IDc) I/deft L/d 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 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WE 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:5 lb FT=20% I LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-0-0,2=2-0-0,3=2-0-0 Max Horz 1=-13(LC 8) Max Uplift 1=-11(LC 8),2=-11(LC 8) Max Grav 1=39(LC 1),2=50(LC 1),3=22(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:PSCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.III Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the lase of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Watter P.Finn PE No.22636 MITek USA,Inc.FL Cart 6634 6864 Parke East Blvd,Tampa FL 33610 Date: February 17,2021 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.511 912 02 0 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fa'bbdcetlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty PlyTjob ankovits Res T22883164 J40997 MV3 Valley 1 Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:35 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3o07-oPcsW4Wr7UmS7hmsmG?kiM2rUXfe4fc?IFgHwGzkGB_ 2-8-8 2-8-8 Scale=1:7.2 4.00 12 2 1 3 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.06 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:7 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-8-8 oc purlins. BOT CH RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=2-8-8,2=2-8-8,3=2-8-8 Max Horz 1=22(LC 8) Max Uplift 1=-11(LC 8),2=-26(LC 8) Max Grav 1=81(LC 1),2=63(LC 1),3=36(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.Ili Exp 8;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gablelrequires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load noncwncurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22830 MiTek USA,'Inm FL Cert 6B3d 6904 Parke East Blvd.Tampa FL 33610 Date; February 17,2021 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �^ a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 ' Job TMV4 Trus§Type City PlySztankovits ResT22883165 J40997 Valley 2 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:36 2021 Page 1 ID;7b8eR090C1HXoRKgzpo36wy3oO7-GcAEjQXTuouJlrL2KzWzFZbzKwz9p6r8XvZrRizkG7z 4-0-0 4-0-0 1 1 2x3 11 Scale=1:9.4 4.00112 2 -H 2x3 2x4 4-0-0 4-0-0 I LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:12 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size)_ 3=4-0-0,2=4-0-0 Max Horz 3=-44(LC 6) Max Uplift 3=-25(LC 8).2=-23(LC 8) Max Grav 3=133(LC 14),2=133(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOLL 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Prov de mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE NoMiI39 MiTek USA,Ind.FL Cert 6634 6@04 Parke East Blvd.Tampa FL 33610 Data; February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI1TFI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Sulte 203 Waldorf,MD 20601 Tampa,FL 36610 Job, Truss Truss Type city Ply J40997! MV4A Valley Sztankovits Reg T22883166 1 1 Job Reference o tlonal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:37 2021 Page 1 ID:?b8eRO90C 1 HXoRKgzpo36wy3oO7-kojdxlY5e6OAN?wFtg1 Con7AMKJrYZaHmZJOzazkG7y 4-4-8 4-4-8 Scale=1:12.8 3 2x3 4.00 12 1xa ll 2 1 5 4 J 3x3= 30 II 1x4 II 2x3 II I Plate Offsets(X Y) [1:0 0 0 0 1 2] [1.0-1 5 0-7-9] LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.08 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-P Weight:18 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD en vertica l wood s. sheathing directly applied or 4-4-8 cc purlins, except BOT CHORD 2x4 SP No.3 WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEDGE Left:2x4 SP No.3 REACTIONS. (size) 4=4-4-8,5=4-4-8,1=4-4-8 Max Harz 1=74(LC 7) Max Uplift 4=-11(LC 5),5=-58(LC 8),1=-4(LC 8) Max Grav 4=69(LC 13),5=239(LC 13),1=76(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTESI 1)Wind•ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.Il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide This item has been will fit between the bottom chord and any other members. electronically signed and 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito e uplift at joint(s)4,5,1, y g sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 M)Tek USA,Inc.FL Cart 9834 6804 Parke East Blvd.Tampa FL 33910 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not gal l a truss system.Before use,the building designer must verify the applicability of design parameters and propedy Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing Mi lT ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPft Quality Crltorfa,DSB-89 and Bost Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite=Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res J40997, MV4B Valley 1 1 Job Reference(optional T22883167 East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:37 2021 Page 1 ID:?b8eR090C 1 HXoRKgzpo36wy3oO7-kojdxlY5e60AN7wFtgl Con78LKIYYZ5HmZJOzozkG7y 3-11 A 3-11-0 Scale=1:9.3 2 2x3 I 4.00 12 1 3 2x4 2x3 II I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:12 lb FT=20% LUMBER- BRACING- TOP C ORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-11-0 oc purlins, BOT CORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-11-0,3=3-11-0 Max Horz 1=43(LC 5) Max Uplift 1=22(LC 8),3=-24(LC 8) Max Grav 1=129(LC 1).3=130(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1)Wind:Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.III;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 Mrrek USA,Inc.FL Cert 6634 6904 Parke East Blvd.Tampa FL 33810 Date: I February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.511MO20 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must vedfy the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type oty Ply Sztankovits Res T22883168 J40997 MV5 Valley 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430-Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:38 2021 Page 1 ID:?bBeRO90C1HXoRKgzpo35wy3oO7-C_H?65YjPP81_9VRROYRK_gGBkc3HOLR D2xVbzkG7x 4-6-8 4-6-8 Scale=1:10.6 2 2x3 I 4.00 12 I 1 3 2x4% 2x3 II i LOADING (psf) 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) n/a n/a 999 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.27 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-P Weight:14 lb FT=20% LUMBER- BRACING- TOP CIiORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-6 8 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-6-8,3=4-6-8 Max Horz 1=55(LC 5) Max Uplift 1=29(LC 8),3=-31(LC 8) Max Grav 1=165(LC 1),3=165(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTESr 1)Wind;ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.Il;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Build�ng Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 1 This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22636 MiTek USA,Ind.FL C4A 6634 6004 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. pesign valid far use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use�ldla�'ermu,'van�,ha designer must verity the applicabilityofdesnparameters and properly incorporate this design Into the overall Tbuilingdesigningn prevent buckling of Individual truss web andror chord members ony Addflionel temporary and pecmenent hrMi tek• is alwaysrequired for atbirevent cellapsa w0h possible personal Injury and property damage,For general guidance regarding thedctien,storage,delivnd bracing of trusses end truss systems,sCllterle,DSB-99 antl BCSI auiltlngComponent6904 Parke Easl BNd, In/rm0 vailass Plate Inslaute,2670 Craln Highway,Suae 203 Waldorf,MD 20601 Tampa,FL 36610 ' Job Truss Truss Type Qty Ply Sztankovits Res T22883169 J40997 MV31 Valley 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:35 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3o07-oPcsW4Wr7UmS7hmsmG?kiM2c jXeB4fc?iFgHwGzkG8 1 3-1-0 3-1-0 i i tale=1:7.9 4.00 112 2 3 2x4 3-1-0 3-1-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020lrP12014 Matrix-P Weight:8 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins. BOT CHI RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=3-1-0,2=3-1-0,3=3-1-0 Max Horz 1=-26(LC 8) Max Uplift 1=-22(LC 8),2=22(LC 8) Max Grav 1=76(LC 1),2=98(LC 1),3=44(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-Ali farces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ilk Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber 001_=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the else of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gablelrequires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s)1,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Catt8634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ,A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building Component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is!always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P/1 Quality Criteria,DS8-99 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tama,FL 36610 P �Job Truss Truss Type ply Ply Sztankovits Res T22883170 J40997 MV51 Valley 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:38 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-C_H7B5YjPP81_9VRROYRK_gFWkb4HOLR_D2xVbzkG7x 5-1-0 5-1-0 Scale:V=1' 1 2x3 II 4.00 112 2 3 2x3 11 2x4 5-1-0 5-1-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.33 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress[nor YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2020frP12014 Matrix-P Weight:16 lb FT=20% I LUMBER. BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-1-0 oc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 3=5-1-0,2=5-1-0 Max Horz 3=-60(LC 4) Max Uplift 3=-34(LC 8),2=31(LC 8) Max Grav 3=182(LC 14),2=182(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTESI 1)Wind!ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat,11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit!between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22839 MITek USA,Inc.FL Cert 0634 6904 Parke East B14 Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �` Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IYIiT� ek• p Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabdcation,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Criteria,DS8-89 and SCSI Building Component 6904 Parke East Blvd. Safety Intonation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply Sztankovits Res T22883171 J40997 MV71 GABLE 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 1710:25:40 2021 Pagel ID:?b8eRD90C1 HXoRKgzpo36wy3oO7-BNPIZnazxl OIESfgZpbvPPleXYKJIw6kSXX2aTzkG7v 7-1-0 7-i-0 Scale=1:16.2 12x3 II 4.00 112 2lx4 II 3 5 4 20 11 1x4 11 2x4 I LOADINIG (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.27 Vart(LL) nla n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.15 Vert(CT) file n/a 999 BCLL 0.0 Rep Stress]nor YES WB 0.05 Horz(CT) 0.00 3 We n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-P Weight:24 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, BOT CHORD 2x4 SP No.3 except end verticals. WEBS I 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHER i 2x4 SP No.3 REACTIONS. (size) 5=7-1-0,3=7-1-0,4=7-1-0 Max Horz 5=-90(LC 4) Max Uplift 5=-15(LC 4),3=-10(LC 8),4=77(1-C 8) Max Grav,5=99(LC 14),3=107(LC 1),4=340(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-264/107 NOTES- 1)Wind:PSCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.lii Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Gable requires continuous bottom chord bearing. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,3,4. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE N0.22839 MiTek USA,in a.FL Cart 6634 6904 Parke East Blvd.Tampa FL 33810 Date; February 17,2021 WARNING•Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. �- Design valid for use only with MiTekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi IT ek• is'always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the tabdcetlon,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPII Duality Cdteda,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job , Truss Truss Type Qty Ply Sztankovits Res J40997 , V4 Valley 1 1 Job Reference o tional T22883172 East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 1710:25:42 2021 Page 1 ID:?b8eRO90C1HXoRKgzpo36wy3o07SIXW TbETeeSTmoCgEdNVgg2jLIWDgKOvqO9fMzkG7t 1-10-8 8— 40-0 1-10-8 0-3-0 1-10-8 Scale=1:7.5 4.00 12 2 3 C! E7 14 1 2x4 400 4-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-P Weight:9 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHI RD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 1=4-0-0,3=4-0-0 Max Horz 1=-8(LC 6) Max Uplift 1=-18(LC 8),3=18(LC 8) Max Grav 1=99(LC 1),3=99(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES. 1)Unbalanced roof live loads have been considered for this design. 2)Wind:IASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll�Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)Gablelrequires continuous bottom chord bearing. 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 100 lb uplift at joint(s)1,3. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE No.22636 MiTek USA,Inc.FL Cart8634 6004 Parke East Blvd,Tampa FL 33610 Date: February 17,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.511 W020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not - a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is'always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the WOW Il fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11rPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 I Tampa,FL 36610 � i Y Job Truss Truss Type Qty Ply �Sztankovits Res T22883173 J40997; ZCJ1 Jack-Open 36 1 i Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industdes,Inc. Wed Feb 17 10:25:42 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-51XW TbETeeSTmoCgEdNVggISLOeDqK0vqO9fMzkG7t 0-11.4 0-11-4 4.00 12 Scale=1:5.9 2 1 dr d d 3 2x4 = PROVIDE BEARING CONNECTION(S)TO RESIST HORIZONTAL REACTION(S)SHOWN. ADEQUATE SUPPORT REQUIRED. 1-4 1-4 0 11-4 I ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.00 6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight:3 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 0-114 cc purlins. BOT HORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS. (size) 2=Mechanical,3=Mechanical Max Horz 2=76(LC 1),3=-76(LC 1) Max Uplift 3=-39(LC 8) Max Grav 3=83(LC 1) FORCIES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to t�1a use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)This truss has been designed for a 10.0 psf bottom chord live load nonboncurrent 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 willlfit 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 100 lb uplift at joint(s)3. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn.PE No.22836 MiTek OsA,Ind.FL Cott 6634 6604 Perko East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and propedy incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see A1.11111 Quality CriteAa,Dsa-9e and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 ? Job Truss Truss Type Oty Ply Sztankovits Res T22883t74 J40997 ZCJ3 Jack-Open 25 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:43 2021 Page 1 ID:7bBeRO90C1HXoRKgzpo36wy3oO7-Zy5uBpcsEymJ5wNOEx8cl2N241LKyGYABUmiBozkG7s 2-11-4 2-11-4 I Scale=1:10.2 3 4.00 12 2 2x3 11 V 1 w Q° 4 2x4= Qo 2x3 11 5 2-6-8 2-11-4 2-6-8 0-4-12 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) -0.02 4 >453 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.03 4 >288 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(CT) -0.04 3 n1a n/a BCDL 10.0 Code FBC2020rTP12014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,5=0-8-0 Max Horz 5=35(LC 8) Max Uplift 3=-298(1-C 1),5=219(1-C 8) Max Grav 3=115(LC 8),5=558(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS I 2-5=-542/215 NOTES. 1)Wind{ASCE 7-16;VuR=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=L 1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 fitl between the bottom chord and any other members. 6)Referlto girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=298,5=219. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.fl.C'artOS34 8804 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.6/1912020 BEFORE USE. ~ Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before usfl,the building designer must ve fy the applicabil ty of design parameters and propedy Incorporate this design Into the overall tiullding design.Bracing indicated is to prevent buckling of Individual truss web andlor chord members only Additional temporary and permanent bracing MiTek• is always requiretl for stability and to prevent collapse whh possible personal Injury and property damage.For general guidance regarding the tabdcagon,sloragfl,delivery,erecticn and bracing of trusses and Wss systems,see ANSUiPIt Oualky Criteria,OSB-09 end BCSI Bulld/ng Component 6904 Parka East Blvd. Safety/nformatfon available from Truss Plate Institute,2670 Crain Highway,SuBe 203 Waldorf,MD 20601 Tempe,FL 36610 I Job Truss T uss Type Qty Ply Sztankovits Res T22883175 J40997 ZCJ3A Jack-Open 2 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:44 2021 Pagel ID:7b8eRO9OC1HXoRKgzpo36wy3oO7-18fGP9dU7FuAi4yboNraFwJD9gmhkGJNBVGjEzkG7r 2-11-4 2-11-4 Scale=1:10.2 2 4.00 12 4x4 I 1 rn 3 2x4= PROVIDE BEARING CONNECTION(S)TO RESIST HORIZONTAL REACTION(S)SHOWN. ADEQUATE SUPPORT REQUIRED. lx4 II 2-11-4 2-114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.00 6 n/r 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.01 3-6 n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20201TP12014 Matrix-MP Weight:10 lb FT=20% LUMBER- BRACING- TOP dHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT dHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS1 2x4 SP No.3 REACT IONS. (size) 3=Mechanical,2=Mechanical Max Horz 3=-31O(LC 1),2=31O(LC 1) Max Uplift 3=-118(LC 8) Max Grav 3=251(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-155/352 BOT 6HORD 1-3=-310/160 NU ES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Call II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 tit 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 100 lb uplift at joint(s)except(jt=1b) 3=118. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTek USA,Inc.FL Cart$634 6004 Park9 East Blvd.Tampa FL 33610 Date: February 17,2021 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.6/19/2020 BEFORE USE. �" Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,SuRp 203 Waldorf,MD 20601 Tampa,FL 36610 ' Job Truss Truss Type :101t,]p7ly=SztankovitsT22883176 ZCJ3B Jack-Open East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:44 2021 Page 1 iD:?bBeRO90C1HXoRKgzpo36wy3oO7-18fGP9dU?FuAi4yboffraFwCP9hphkgJNBVGjEzkG7r 1-10-8 2-11-4 1-10.8 1-0-12 Scale=1:12.2 4.00 12 3 2x4 1111 2 [$ 1 9 C5^ 4 2x4= 3x6= Q 5 i 1-10-8 r 1-10-8 1-0-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in ([cc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.00 5 >999 240 M720 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.18 Vert(CT) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 3 file n/a BCDL 10.0 Code FBC20201rP12014 Matrix-MP Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 cc purlins. BOT CHORD 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. 2-5:2x6 SP No.3 REACTIONS. (size) 3=Mechanical,3=Mechanical,5=0-8-0 Max Horz 5=35(LC 8) Max Uplift 3=-273(LC 1).3=273(1_C 1).5=-181(LC 8) Max Grav 3=72(LC 8),5=518(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOTCHORD 4-5=-518/181,24=526/167 NOTESI 1)Wind;ASCE 7-16;Vu1t=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;save=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOLT1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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)Refe I to girder(s)for truss to truss connections. 6)Bearing at joint(s)5 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb) 3=273,5=181. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Vert 0634 69,04 Parks East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° I's always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s. Job Truss Truss Type Qty Ply Sztankovits Res T22883177 J40997 ZCJ3C Jack-Open 1 1 � Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:45 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-VKCecUe6mZO1KOXnLMA46TSTbZ2WQB4TboFpFhzkG7q 1-10-0 2-11-4 1-1 p-0 1-1-4 Scale=1:7.8 3 4.00 12 d 1 m 2 >< 4 5 5x6 2x4 — 1-10-0 2x4-11 NI-1 -3-12 2-11-4 1-10-0 0-512 0-7-8 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) 0.01 4 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.09 Vert(CT) 0.01 4 >999 180 BCLL 0.0 Rep Stress[nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MR Weight:11 lb FT=20% LUMBER- EIRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 2-4:2x6 SP No.3 REACTIONS. (size) 3=Mechanical,2=0-5-4 Max Horz 2=35(LC 8) Max Uplift 3=-53(LC 1),2=.59(LC 8) Max Grav 3=13(LC 8),2=313(LC 1) FORCES. (lb)-Max.Camp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat,ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)3,2. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 Mrr6k USA,[no.FL Cert 0634 6004 Parke East Blvd.Tampa FL 33810 Data: February 17,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not �R a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Duality Criteria,DSB-89 and Boat Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883178 J40997 ZCJS Jack-Open 11 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:46 2021 Page 1 ID:?bBeRC9CC1HXORKgzpo36wy3oO7-zXmOggfkXt8uyN6zv3iJfg?etyKc9epcgS No7zkG7p 4-11-4 4-11-4 Scale=1:13.5 3 I { 4.00 12 II i 24 II 2 71 4 0° 2x4= �• Q, 24 115 1-10-8 2-2-8 4-11-4 1-10 8 0.4-0 2-8-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.03 Horz(CT) -0.03 3 We n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-AS Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-8-0 Max Horz 5=59(LC 8) Max Uplift 3=-23(LC 8),4=-B(LC 1),5=132(LC 8) Max Grav 3=57(LC 13),4=20(LC 3).5=401(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-271/106 NOTES- 1)Wtnd:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL= .60 piate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 fd 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 100 lb uplift at joint(s)3,4 except(it=lb) 5=1321 This item has been 8)This truss design requires that a minimum of 7/16"structural woad sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and sheetrock be applied directly to the bottom chord. sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22030 WTek USA,Inc.FL Cart 6634 6004 Parke Eest Blvd.Tampa FL 33610 Date, February 17,2021 Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. �• Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall m building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IY IiTek• is elweys required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP/1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Salary Informat/on available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I I Y S Job Truss Truss Type Qty Ply Sztankovits Res T22883179 J40997 ZCJ5A Jack-Open 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:47 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-RjKP1AfMlAHIZXhATnDYCuYg6Mgbu55m36kwKZzkG7o 3-7-8 4-11-4 ' 3-7-8 1-3-12 Scale=1:13.5 4 4.00 12 N 2x3 11 3 2 I 6 LJ 0 2x3 11 1 5 2x4— d 0° 7 8 2x3 11 2x4= Q 0° 2x3 119 1-10 8 2-2 8 3-7-8 4-5 8 4-11 4 1-10 8 0 4-0 1-5-0 0-10-0 0-5 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.01 7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 4=Mechanical,5=Mechanical,9=0-8-0 Max Horz 9=59(LC 8) Max Uplift 4=-13(LC 5),9=-126(LC 8) Max Grav 4=54(LC 13),5=35(LC 3).9=416(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=-254/68 NOTES- 1)Wiljd:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.I1;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 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 100 lb uplift at joint(s)4 except(jt=lb) This sis truss This item has been 8) truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc:FL Celt 6634 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a tru ii ss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the iVl fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-88 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Sune 203 Waldorf,MD 20601 Tampa,FL 36610 a Job Truss Truss Type Qty Ply Sztankovits Res T22883180 J40997 ZCJ5B Jack-Open 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:47 2021 Page 1 ID:7b8eRO90C1HXoRKgzpo36wy3oO7-RjKP1AfMIAHIZXhATnDYCuYg3Mgbu57m36kwKZzkG7o 4-11-4 4-11-4 i Scale=1:13.5 2x3 11 4 3 4.00 12 2x3 11 2 1 5 2x4= d° 6° d° o• 2x3 117 2x3 116 i 1.10-8 2-2-8 4-6-8 4-11-4 1-10-8 0-4-0 2-4-0 0-4-12 I LOADING (pso SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 1 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 6-7 >999 240 MT20 244/190 TCDL1 15.0 Lumber DOL 1.25 BC 0.37 Vert(CT) 0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WE 0.03 Horz(CT) 0.00 n/a n/a BCDLI 10.0 Code FBC2020/rP12014 Matrix-AS Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS° (size) 7=0-8-0,6=0-8-0 Max Horz 7=64(LC 8) Max Uplift 7=-122(LC 8),6=-46(LC 5) Max Grav 7=387(LC 1),6=82(LC 13) FORTES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It 1s the I responsibility of the fabricator to increase plate sizes to account for these factors. 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 willlfit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=lb) 7=122. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. This Item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22838 MIT&USA,Inc.FL'Cert 6634 ,8804 Parko East Blvd,Tampa FL 33810 Date; February 17,2021 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �' a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ��TPi k° is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Oty Ply Sztankovils Res T22883181 J40997 ZCJ5C Jack-Open 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:48 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-vvunEWg 3UPcBhGM1Uknk547Mm2adXgvHmTTs?zkG7n i 1-&0 2.4.4 4.11-4 1-8-0 0.8.4 2.7.0 Scale=1:13.5 4 I 4.00 12 2x4 11 3 N N 1 2 8 o — 05 d 10 9 6 2x4 11 5 2x4= 2x4 17 1-10-8 1-8-0 -10. 34 244 4 4-114 1-8-0 -2 0-5-12 1-0-0 1-7-0 0-0-8 1 LOADING (psf) SPACING. 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.02 7 >999 180 BCLLI 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied. 2-8:2x6 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-54,5=Mechanical Max Horz 2=59(LC 8) Max Uplift 4=-21(LC 8),2=-45(LC 8),5=2(LC 8) Max Grav 4=89(LC 1),2=338(LC 1),5=46(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70f;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)4,2,5. 7)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No'22839 Wrok USA,Inc.FL Cgrt0634 6684 Perko East Blvd.Tampa FL 33610 Date; February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5f1912020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not �- a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN811TF11 Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883162 J40997 ZCJ7 Jack-Open 3 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:49 2021 Page 1 ID:7b8eR09OC1HXoRKgzpo36wy3oQ7-06S9SshdgoXTprrYaCFOHJd91ALPM_S2WQD1OSzkG7m 3-7-8 6-11-4 3-7-8 3-3.12 Scale=1:16.8 4 i 4.00 12 N 2x3 13 2 8 1 24 11 5 2x4— 7 2x4 p• 24 11 9 24 I I 1-10 B3-7-8 4-5-8 6-11-4 1-10-8 0 4 0 1-5 0 0-10-0 2-5 12 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.06 7 >992 180 BCLL 0.0 Re Stress Incr YES WB 0.04 Horz CT 0.02 5 n/a n/a P ( ) BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:26 lb FT=20% LUMBER- BRACING- TOP'CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOTICHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 4=Mechanical,5=Mechanical,9=0-8-0 Max Horz 9=83(LC 8) Max Uplift 4=-43(LC 8),9=-121(LC 8) Max Grav 4=128(LC 13),5=79(LC 3),9=478(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEB$ 2-9=325/79 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific tolthe use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 100 lb uplift at joint(s)4 except Qt=lb) 8)Th9'121. This item has been is truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum slieetrock be applied directly to the bottom chord. electronically Signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 0634 6904 Parke East Blvd,Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. Design valid for use onywith MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW tYl I lO W Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i 4 Job Truss Truss Type Qty Ply kovits Res T22883183 J40997 I ZCJ7A Jack-Open 1 1 JobSztan Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:50 2021 Page 1 •ID:7b8eR090C1 HXoRKgzpo36wy3oO7-slOXfCiFb5fKQ7QIBvmFpWAl9adL5RJC14yaxuzkG71 2-0-0 5-0-12 2-M 3-0-12 Scale=1:17.3 3 4.00 12 N 2x4 11 2 1 rn U? N 2x4= 5 3x3 11 4 0 6 LLJ 6 7 2x3 11 8 24 11 2-0 0 2-7-0 5-0-12 2-0 0 0-7-0 2-5 12 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0.05 6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.62 Vert(CT) -0.09 6 >645 180 SCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.04 4 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:21 lb FT=20% 1 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS! 2x6 SP No.3 REACTIONS. (size) 8=0-8-0,3=Mechanical,4=Mechanical Max Horz 8=85(LC 8) Max Uplift 8=-7(LC 8),3=-52(LC 8),4=6(LC 8) Max Grav 8=236(LC 1),3=144(LC 13),4=104(LC 3) FOR IES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the'responsibility of the fabricator to increase plate sizes to account for these factors. 4)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8,3,4. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. This Item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Welter P.Finn PE No.22839 MITek USA,Inc.FL Cart8634 880.4 Parkil East Blvd.Tampa FL 33810. Date: February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 02 0 BEFORE USE. sot valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MO 20601 Tamps,FL 36610 s Job Truss Truss Type Qty Ply Sztankovits Res T22883184 J40997; ZCJ7B Jack-Open 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:50 2021 Pagel ID:7bBeRO90C 1 HXoRKgzpo36wy3oO7-slOXfCiFb5fKQ7QI8vmFpWAl1 ai65ReC14yaxuzkG71 6-11-4 6-11-4 Scale=1:17.7 3 4.00 12 2x3 I I 2 d N N 1 4 2x4= 5 2x3 II 6-11-4 1-10-8 2-1 4-10-2 I LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) VdeN L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.53 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2020/TP12014 Matrix-AS Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-5-4 Max Horz 5=83(LC 8) Max Uplift 3=-57(LC 8),5=124(LC 8) Max Grav 3=141(LC 13).4=77(LC 3),5=445(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-355/148 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;131=1081t;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is thelresponsibility of the fabricator to increase plate sizes to account for these factors. 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 wi[Ottt 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 100 lb uplift at joint(s)3 except(jt=lb) 5=124. 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum This item has been sheetrock be applied directly to the bottom chord. electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE N0.22839 MiTek USA,Inc.FL Cart8634 8804 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/192020 BEFORE USE. �" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must vedfy,the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVTPlf QuaW Criteria,DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf.MD 20601 Tampa,FL M10 � I Job I Truss Truss Type Oty Ply Sztankovits Res T228831B5 J40997 ZCJ7C Jack-Open 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:51 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-KUavtYilLPnB2B?xidHUMkiSQz?JquZL_k7TKzkG7k 1-8-D 2.4.4 i 6-11-4 - 1-6-0 0-6-4 4-7.0 " Scale=1:16.8 4 4.00 FIT 3x3 11 3 rn d N 1 2 x 8 I(6 9 3x6= 5 _ 10 63x4= 2x4 24 11 7 1-10-8 143-0 1,104 244 141 6-11-4 -2 0Z-12 3-7-0 0-0-6 Plate Offsets(X,Y)— 16:0-0-0,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0.04 5-6 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.51 Vert(CT) -0.09 5-6 >715 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.02 5 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:27 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3'Except` BOT CHORD Rigid ceiling directly applied. 2-8:2x6 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-5-4,5=Mechanical Max Horz 2=83(LC 8) Max Uplift 4=-50(LC 8),2=53(1_C 8) Max Grav 4=156(LC 1),2=420(LC 1),5=92(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=254/0 1 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;8=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is thelresponsibility of the fabricator to increase plate sizes to account for these factors. 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 glyder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. This item has been 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum she etrock be applied directly to the bottom chord. electronically Signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No:22839 MITek USA;Im FL Ciart8634 6904Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/19/2020 BEFORE USE. �� Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall MOW ek• building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 1 V is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the IiT fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sorey Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 s Jab Truss Truss Type Qty Ply Sztankovits Res T22883186 J40997 ZEJ5 Jack-Open 1 1 Job Reference o tional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:56 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3o07-gSNowFmOAxPTgMuVAtf3nQL1_kzV9H47OPu8YzkG7f 5-0-0 5-0-0 i Scale=1:13.8 3 4.00 12 2x3 II 2 0 N N 1 4 2x4= 0. 0° 2x3 115 1-10-8 2-2-8 5-0-0 1-10-8 0 4-0 2-9-8 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) 0.00 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC, 0.35 Vert(CT) 0.01 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-AS Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBSI 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-8-0 Max Horz 5=60(LC 8) Max Uplift 3=-24(LC 8),4=-6(LC 1),5=131(LC 8) Max Grav 3=59(LC 13),4=22(LC 3),5=402(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-273/107 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1,60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As'requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is thel responsibility of the fabricator to increase plate sizes to account for these factors. 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 wililfit 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 100 lb uplift at joint(s)3,4 except Gt=lb) 5-131. This item has been 8)Thls truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum shr:etrock be applied directly to the bottom chord. electronically Signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc:FL'Cert 0634 6904 Parks East Blvd.Tampa FL 33610' Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. " Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Im building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOWIs always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safatylnformation available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 ; i Job Truss Truss Type Qty Ply Sztankovits Res T22883187 J40997 ZEJ7 Jack-Open 3 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:56 2021 Page 1 10:7b8eRO9OC1HXoRKgzpo36wy3oO7-gSNowFmOAxPT9wtuVAtf3nQKx_kSV9847OPu8YzkG7f 2 0 2 3-5-5 6-10-8 2-0-2 1-5.2 3-5-3 Scale=1:17.6 3 4.00 12 2x3 11 2 N N 1 4 2x4= 5 2x3 I I 6-10-8 ' 1-10-8 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC' 0.50 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.32 Vert(CT) -0.04 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.02 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:23 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-3-5 Max Horz 5=82(LC 8) Max Uplift 3=-57(LC 8).5=-120(LC 8) Max Grav 3=143(LC 13),4=78(LC 3),5=435(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-352/148 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 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 100 lb uplift at joint(s)3 except(jt=lb) s 1 This item has been 8)Thisis truss uss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MTek USA,Ind.FL Cert 6634- 6804 Parke East Blvd.Tampa FL 33810 Date: February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �- Design valid for use only with M7ek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSHTP11 Quality Criteria,DSB-99 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 'Job Truss Truss Type Qty Ply SztankovitsRes T22883188 J40997 ZEJ9 Jack-Open 4 1 I Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:57 2021 Page 1 ID:7baeR090C1HXoRKgzpo36wy3oQ7-9exB7bnexFXKm3S52tOuc7y030_GEcGEMg9Sg_zkG7e 4-5-8 8-10-8 i 4-5-8 4-5-0 i 4 Scale=1:20.5 4.00 12 N 2x4 I I 3 2 8 1 2x4 I I d 3x4 Li a 87 2x4= 2x4 II 2x4 11 1-10-8 -2-8 3-7-8 4-5-8 8-10-8 1-10.8 0 1-5-0 0.10-0 4-5-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 0.09 7 >887 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.19 7 >419 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(CT) 0.07 5 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:32 lb FT=20% LUMB�R- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x6 SP No.3 REACTIONS. (size) 4=Mechanical,5=Mechanical,9=0-8-0 Max Horz 9=107(LC 8) Max Uplift 4=-70(LC 8),9=-126(LC 8) Max Grav 4=196(LC 13),5=117(LC 3),9=554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-9=418/101 NOTES- 1)Wirid:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Ca>.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)4 except Qt=lb) 9=126. 7)This truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sheetrock be applied directly to the bottom chord. This Item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cert 0634 6904 Parke East Blvd.Tampa FL 33610 Date; February 17,2021 i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TP11 Duality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Z , Job TZEJs9A Truss Type Qty Ply Sztankovits ResT22883189 J40997 Jack-Open 2 1 Job Reference o floral East Coast Truss, Ft.Pierce,FL 34946 6.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:58 2021 Page 1 ID:?b8eR090C1HXoRKgzpo36wy3oO7-dgVZLxoGiZfBOD1Hcbv7BCVcfolhz3lNbKu7DQzkG7d 1-& 1:2 2.4.4 8-10.8 4 Scale=1:20.3 4.00 12 44 11 3 1 q 2 81 11 l 3,4= I` 1 10 9 7 65x5 II 2x4— 2x3 11 5 3x6= 1-10-8 1-8.0 1 1 2A4 3-4-4 8-10-8 1V 2 05-12 1-0-0 5-64 0-0-8 Plate (Offsets(X,Y)— [6:0-2-8 0-0-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.12 5-6 >719 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) -0.29 5-6 >297 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.07 5 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:33 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied. 2-10,3-6:2x4 SP No.3,2-8:2x6 SP No.3 REACTIONS. (size) 4=Mechanical,2=0-5-4,5=Mechanical Max Horz 2=107(LC 8) Max Uplift 4=-75(LC 8),2=-63(LC 8) Max Grav 4=222(LC 1).2=504(LC 1).5=129(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-38110 BOT CHORD 2-8=54/335 1 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ff;L=70ft;eave=8ft; II;Ca�. Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grid DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As'requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the,'responsibility of the fabricator to Increase plate sizes to account for these factors. 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 wil4 fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. This item has been 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,2. 8)Thls truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and she'etrock be applied directly to the bottom chord. sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22830 MiTek USA,'Inc.FL"Cart 863E 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.6/1 912 0 2 0 BEFORE USE. �" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIMP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 S Job Truss Truss Type Qty Ply Sztankovits Res T22883190 J40997 ZEJ9B Jack-Open 3 Jab Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:58 2021 Pagel ID:7b8eR090C1HXoRKgzpo36wy3oO7-dgVZLxoGiZfBODIHcbv78CVcdoHKz3lNbKu7DQzkG7d ,0-5-12, 7-0-0 '0-5-12' 6-6-4 Scale=1:19.9 3 4.00 12 cc 44 II 2 N c5 1 7 3x4= 6 5 5x5 I I 2x4= 0-5 12 1-5 12 7-0-0 0-5-12', 1-0-0 5-6-4 Plate Offsets(X,Y)— 15:0-2-8 0-0-01 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.12 4-5 >704 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.27 4-5 >305 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.06 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied. 1-7:2x6 SP No.3 REACTIONS. (size) 1=0-5-4,3=Mechanical,4=Mechanical Max Harz 1=84(LC 8) Max Uplift 1=-32(LC 8),3=-77(LC 8) Max Grav 1=332(LC 1),3=222(LC 1),4=126(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-366/0 BOT CHORD 1-7=71/322 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.!II;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever right exposed;end vertical right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer'responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)This1truss 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. This Item has been 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. B)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and sheei track be applied directly to the bottom chord. sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MITek USA,Inc.FL Cert'6634 .004 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil-7473 rev.5/192020 BEFORE USE. Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSM11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883191 J40997 ZEJ37 Jack-Open 3 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:25:52 2021 Page 1 ID:7b8eR090C1 HXoRKgzpo$6wy3oO7-oh714ujV6jv2glZ7GKojvxFhgNNaZLLVCORh7nzkG7j 3-7-3 3-7-3 Scale=1:11.3 3 4.00 12 2x3 11 2 71 Ll 1 T 4 2x4= �° 2x3 11 6 1-10-8 2-2-B 3-7-3 1-10-8 0-4-0 1-4-11 LOAD NG (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.38 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.03 Hcrz(CT) -0.03 3 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MP Weight:13 lb FT=20% LUMBER- BRACING- TOP aHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-7-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEE19 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-8-0 Max Horz 5=43(LC 8) Max Uplift 3=41(LC 3),4=-67(LC 1),5=157(1_C 8) Max Grav 3=11(LC 4),4=32(LC 8),5=424(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-252/97 1 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As equested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is thef responsibility of the fabricator to increase plate sizes to account for these factors. 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 willlfit 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 100 lb uplift at joint(s)3,4 except(jt=lb) 5= 57. This item has been electronically signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22836 MiTek USA,Inc.FL Cent 0634 6604 Perks East Blvd.Tampa FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall but building design.Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criterla,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type Qty , Ply Sztankovits Res T22883192 J40997 I ZEJ41 Jack-Open 12 1 Job Reference o Clonal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:52 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3oO7-oh714ujV6jv2glZ7GKojvxFb9NQuZLpVCORh?nzkG7j 11-1-100-8 1 2-7-0 4-1-0 . , 0-8-8 1-6-0 1 4.00 12 4 Scale=1:20.9 2x4 I I 4x4 11 3 2 N 1 � Q 11 7 5 � 2x4= 3xB— 6 e c• 6• G' 6 2x4 11 � 1-10-8 , 1-10-8 ' 0-8-8 I LOAD NG (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.75 Vert(LL) 0.00 6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) 0.01 6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 4 file n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3*Except* BOT CHORD Rigid ceiling directly applied. 2-8:2x8 SP No.3 REACTIONS. (size) 4=Mechanical,S=Mechanical,8=0-8-0 Max Horz 8=49(LC 8) Max Uplift 4=-54(LC 3),8=-134(LC 8) Max Grav 4=9(LC 4),5=15(LC 3),8=400(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. BOT CHORD 7-8=-400/134,2-7=348/99 1)Wind:Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 Ohord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wllllft between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Bearing at joint(s)8 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4 except(jt=lb) 6-134 This item has been 8)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum sh—trock be applied directly to the bottom chord. electronically Signed and sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Welter P.Finn P4 No.22839 MiTek USA,Inc:FL Cart 6834 6904 Parke East Blvd.Tampa FL 33610 Date; 1 February 17,2021 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ►. iTe k• building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing A Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the A fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPl1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway.Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I ' Ot PI Sztankovits Res Job � Truss Truss Type y y T22883193 J40997 ZEJ45 Jack-Open 2 1 Job Reference o tlonal East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:53 2021 Page 1 ID:7beeR090C1HXoRKgzpo36wy3oO7-GthglEk7t01vlS8Jp2KyR9okRnkXloJeR2BEXDzkG7i 4-5-0 4-5-0 Scale=1:12.6 3 4.00 12 2x3 I 2 1 4 5 2x4= 2x3 I 2-5.0 2-�-12 I 2-5-00--2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.08 4 >281 240 MT20 2441190 TCDL 16.0 Lumber DOL 1.25 SC 0.27 Vert(CT) 0.10 4 >215 180 BCLL 0.0 Rep Stress Incr YES WB 0.05 HOrz(CT) -0.07 3 We We BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:16 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBSi 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,5=0-1-8 Max Horz 5=53(LC 8) Max Uplift 3=-62(LC 1),5=-164(LC 8) Max Grav 3=29(LC 4),5=455(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBSI 2-5=-393/175 NOTES- 1)Wind:ASCE 7-16;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cato II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 3)As fequested,plates have not been designed to provide for placement lolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 4)Thls truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•TOis 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)Prod,ide mechanical connection(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)3 except Qt=lb) This item has been 5=164. 9)This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and sheetrock be applied directly to the bottom chord. Sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Waiter P.Finn PE N0.22839 MiTek USA,Inc.FL Cert6634 690.4 Parks East Blvd.Tampa FL 33610 Data: February 17,2021 r.r ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.6/19/2020 BEFORE USE. Design valid for use only with MiTek9 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTF11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qty Ply Sztankovits Res T22883194 J40997 ZEJ46 Jack-Open 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:25:55 2021 Page 1 ID:7b8eR090C1 HXoRKgzpo36wy3oO7-CFpQivmNPeHcXmlixSMQWat8TbOYmiYxuMgLc5zkG7g 2-10-8 4-6-8 2-10-8 TH Scale=1:17.9 4.00 12 3 3x6 2 0 ab 1 � � 8 4 2x4= 3x6= 5 3x3 II 2-10-3 LOUT 4-6-8 2-10-3 LOUT 1-8-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.43 Vert(CT) 0.00 4-5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.05 3 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-AS Weight:19 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBSI 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,6=0-3-5,4=Mechanical Max Horz 6=54(LC 8) Max Uplift 3=-157(LC 1),6=238(1_C 8),4=-59(LC 1) Max Grav 3=54(LC 8),6=619(LC 1),4=31(LC 8) FORC S. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=106/265 BOT CHORD 2-6=-462/174 1 NOTES- 1)Wir1d:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is thel responsibility of the fabricator to Increase plate sizes to account for these factors. 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�ft 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 100 lb uplift at joint(s)4 except(jt=lb) This item has been This 3=157,6=238. 8) truss design requires that a minimum of 7116"structural wood sheathing be applied directly to the top chord and 1/2"gypsum electronically signed and sheetrock be applied directly to the bottom chord. Sealed by Finn,Walter, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies. Walter P.Finn PE No.22839 MiTek USA,Inc.FL Cart 66.34 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. ��- Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job I Truss Truss Type Qty Ply Sztankovits Res T22883195 J40997 ZHJ4 Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:00 2021 Pagel ID:7b8eRO9OC1HXoRKgzpo36wy3o07-ZDcJmdpWEAvvdXBgkOybDdalEc_JRwag2eN6HJzkG7b 3-1-2 5-5-0 3-1-2 2-3-15 Scale=1:12.5 3 2.83 12 3x6 2 N d, 1 10 11 5 4 3x4= NAILED Special 3x4= NAILED Special 2x4 11 8 2-7-7 3-1-2 5-5-0 2-7-7 0-5-10 2-3-15 I LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 Vert(LL) -0.02 5-6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.84 Vert(CT) 0.03 5-6 >794 180 BCLL 0.0 Rep Stress Incr NO WB 0.21 Horz(CT) -0.01 3 We n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight:21 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-0 oc bracing. WEBS 2x8 SP No.3*Except* 2-5:2x4 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,6=0-11-5 Max Horz 6=46(LC 8) Max Uplift 3=-18(LC 8),4=-465(LC 17),6=-444(LC 8) Max Grav 3=35(LC 28).4=119(LC 24).6=696(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP dHORD 1-2=143/548 BOT dHORD 1-6=-493/148,5-6=-493/102 WEBS' 2-6=-660/161,2-5=1 121542 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat:11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)3 except(jt=lb)4=465,6=444. This item has been 7)"NAILED"Indicates 3-1Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidllnes. electronically signed and 8)He or other connection device(s)shall be provided sufficient to support concentrated load(s)108 lb down and 323 lb up at sealed by Finn,Walter, PE 4-2'15,and 108 lb down and 323 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the using a Digital Signature. responsibility of others. pies of this 9)In tale LOAD CASE Printed co S)section,loads applied to the face of the truss are noted as front(F)or back(B). documentratedco are not Considered LOAD CASE(S) Standard signed and sealed and the 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Uniform Loads(plf) on any electronic copies. Vert:1-3=70,4-7=20 Co centrated Loads(lb) Walter P.Finn PE No.22839 Vert:10=-110(F=55,8=-55)11=380(F=190,B=190) MITek USA,Inc:FL Cert8Q34 6904 Parke East Blvd.Tampa FL 33610 Data: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/192020 BEFORE USE. " Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall Im building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW I s ahvays required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Duality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 t s Job Truss Truss Type Qty Ply Sztankovits Res T22883196 J40997 ZHJ5 Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:26:04 2021 Page 1 ID:7bBeRD90C1HXoRKgzpo36wy3c07-R_sqb_tlIPQL68URzrOXOTIgZDJpMkUGzGLKQ4zkG7X 3.6-10 7-0-2 3-6-10 3-5-8 Scale=1:14.4 m 2.83 12 3 d 3x6 2 v N 1 10 11 5 4 = 3x4= NAILED Spacial 3x4 NAILED 6 Special 2x4 II 2-7-7 3-1-2 7-0.2 2-7-7 0-5-10 3-11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (]cc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.06 5-6 >786 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.99 Vert(CT) 0.10 5-6 >480 180 BCLL 0.0 Rep Stress[nor NO WB 0.21 Horz(CT) -0.01 3 nla file BCDL 10.0 Code FBC2020ITPI2014 Matrix-MP Weight:28 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP ND.2 BOT CHORD Rigid Ceiling directly applied or 1-7-8 cc bracing. WEBS 2x4 SP No.3*Except* 2-6:2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,6=0-11-5 Max Horz 6=59(LC 8) Max Uplift 3=-42(LC 8),4=-236(LC 17),6=489(LC 8) Max Grav 3=93(LC 28),4=70(LC 24),6=680(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-118/601 BOT CHORD 1-6=-538/120,5-6=-538/61 WEBS 2-5=63/556,2-6=658/160 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 willlfit 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 100 lb uplift at joint(s)3 except Gt=lb)4=236,6=489. This item has been 7)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(0.148"x3,25")toe-nails per NDS guidlines, electronically signed and 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 326 lb up at sealed by Finn,Walter, PE 42-15,and 107 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others, using a Digital Signature. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Printed copies Of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Unform Loads -3= on an electronic co ies. Vert:1-3=70,47=20 Y P Concentrated Loads(lb) Walter P.Finn,PE No.22830 Vert:10=-110(F=55,B=-55)11=386(F=1 93,B=193) MiTek USA,Ind.FLCert6634 6804 Parke East Blvd.Tampa FL 33810 Date; February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/19/2020 BEFORE USE. " Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Dal building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type Qly Ply Sztankovits Res T22883197 J40997! ZHJ7 Diagonal Hip Girder 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:05 2021 Page 1 ID;7b8eR090C1 HXoRKgzpo36wy3oO7-wBQCpKtf2YCk13dWZXmwhHuudfK5BcPCv5tzWzkG7W 3-1-2 6-2-12 9-7-15 3-1-2 3-1-11 3-5-3 Scale=1:18.2 4 1 d NAILED 2.83 1 I 2 NAILED 11 1x4 I 11 3 3x8= N 2 N N 1 12 13 6 14 5 3x4= NAILED Special 3x4— NAILED NAILED 7. Special NAILED 2x4 11 2-7-7 3-1-2 6-2-12 9-7-15 J 2-7-7 0-5�3-1-11 3-5.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/def L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.19 6 >414 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.98 Vert(CT) -0.19 6 >412 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(CT) 0.06 4 n/a file BCDL 10.0 Code FBC2020/TPI2014 Matrix-MS Weight:38 lb FT=20% I LUME)ER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-8-10 Do bracing. WEBS 2x4 SP No.3*Except* 2-7:2x8 SP No.3 REACTIONS. (size) 4=Mechanical,5=Mechanical,7=0-11-5 Max Horz 7=82(LC 8) Max Uplift 4=-78(LC 8),5=-17(LC 8),7=527(LC 8) Max Grav 4=153(LC 28),5=97(LC 22),7=759(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-166/608 BOTCHORD 1-7=553/171,6-7=553/89 WEB 2-7=-589/130,2-6=92/577,3-6=-310/57 1)Wind:Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 girders)for truss to truss connections, 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)4,5 except(jt=lb) This item has been 7=527. 7)"NA ILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NOS guidlines. electronically Signed and nger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 326 lb up at sealed by Finn,Walter, PE 4-2-15,and 107 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the using a Digital Signature. responsibility of others. Printed copies of this 9)In�he LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(a). document are not considered LOAD CASE(S) Standard signed and sealed and the 1)Dad+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Uniform Loads(plo on any electronic copies. Vert:1-4=70,5-8=20 Concentrated Loads(lb) Walter P.Finn PE N0.22838 Vert:12=-11 O(F=55,B=-55)13=386(F=193,B=193) MiTek USA,Inc:FL 06rt 8634 6804 Parks East Blvd,Tampa FL 33810 Data: February 17,2021 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/1 912 0 2 0 BEFORE USE. ��- Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of deslgn parameters and property Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!T®k• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?Pli Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovits Res T22683198 J40997 ZHJ7A Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:26:06 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-ON_aOguHpOg3LSep4G3?Tug3201Uge8ZQZqQVzzkG7V 3-1-2 5-10-11 9-7-15 3-1-2 2-9-9 3-9-4 Scale=1:17.7 4 2.83 12 NAILED 34 12 3 3x6 2 1 13 14 15 6 5 3x4= NAILED Special NAILED 3x4= NAILED 8 Special 7 2x4 11 3x6= 2-7-7 3-1-2 , 5-10-11 9-7-15 2-7-7 0-5 10 2-9.9 3-94 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.85 Vert(CT) 0.04 7-8 >785 180 BCLL 0.0 Rep Stress[nor NO WB 0.14 Horz(CT) -0.00 4 rile n/a BCDL 10.0 Code FBC2020/rP12014 Matrix-MS Weight:43 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-1-1 oc bracing. WEBS 2x6 SP No.3*Except* 2-7,3-6:2x4 SP No.3 REACTIONS. All bearings Mechanical except(jt=length)8=0-11-5,7=0-11-5. (lb)- Max Horz 8=82(LC 8) Max Uplift All uplift 100 lb or less at joint(s)4,5 except 8=-422(LC 8),7=-221(LC 8) Max Grav All reactions 250 lb or less at joint(s)4,5 except 8=566(LC 31),7=387(LC 28) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-129/587 BOT CHORD 1-8=-532/135,7-8=532/53 WEB 2-8=-484/117,2-7=72/361,3-7=-364/87 NU ES- 1)Wild:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;8=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpl=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)4,5 except(jt=lb) This item has been 8=422,7=221. II' 7 "NAILED"indicates 3-10d 0.148"x3" or 2-12d 0.148"x3.25" toe-nails per NDS uidlines. electronically signed and ( > ( ) P s Y 9 8)HeInger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 326 lb up at sealed by Finn,Walter, PE 4-2-15,and 107 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the using a Digital Signature. responsibility of others. Printed copies of this 9)In i he LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). document are not Considered LOAD CASE(S) Standard signed and sealed and the 1)Dead+Roof Live(balanced):Lumber Increase=125,Plate Increase=1.25 signature must be verified U iform Loads(pif) on an electronic copies. r1II Vert:1-4=70,5-9=20 Y P Concentrated Loads(lb) Walter P.Finn PE No.22839 Vert:13=-1 1 O(F=-55,B=-55)14=386(F=193,B=193)15=38 MiTek USA,lhd.FL"Cent 6034 690.4 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing o1 trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 i Job Truss Truss Type Qty Ply Sztankovits Res T22883199 J40997 ZHJ7B Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:07 2021 Page 1 ID:7b8eR090C1HXoRKgzpo36wy3oO7-sZXyEOvvaKovzcDOe_aEO6NFEQPCZ5HifDa 1PzkG7U 3-1-2 5-5-0 9-7-15 3-1-2 2-3-15 4-2-15 Scale=1:10.2 4 I 2.83 FIT NAILED d 12 3x6 3 3x6 2 d, N 1 13 14 15 6 5 3x4= NAILED Special NAILED 3x4= NAILED 8 Special 7 2x4 11 3x6= 2-7-7 3-1-2 5-5-0 9.7-15 2-7-7 0-5 10 2-3-15 4-2-15 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.02 7-8 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.03 6-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.14 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2020ITP12014 Matrix-MS Weight;43 Ito FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-11-12 oc bracing. WEBS 2x6 SP No.3*Except* 2-7,3-6:2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length)8=0-11-5,7=0-11-5. (lb)- Max Horz 8=82(LC 8) Max Uplift All uplift 100 lb or less atjoint(s)4,5 except 9=414(LC 8),7=-176(LC 8) Max Grav All reactions 250 lb or less atjoint(s)4,5 except 8=569(LC 31),7=327(LC 22) FORCES. (lb)-Max.Comp./Max.Ten.-All farces 250(lb)or less except when shown. TOP CHORD 1-2=-142/569 BOT CHORD 1-8=-517/148,7-8=-517/66 WEBS 2-8=-474/128,2-7=99/380,3-7=-352/86 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'Tois 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 100 lb uplift at joint(s)4,5 except(jt=lb) This item has been 8=414,7=176. 7)"NAILED"Indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NOS guidlines. electronically Signed and 8)Haflger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 326 Ito up at sealed by Finn,Walter, PE 4-2-15,and 107 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. using a Digital Signature. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Printed Copies Of this document are not considered LOAD CASE(S) Standard signed and sealed and the 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Uniform Loads(plf) on any electronic copies. Vert:1-4=70,5-9=20 Concentrated Loads(lb) Welter P.Finn PE No.2263g Vert:13=-1 1 O(F=55,B=-55)14=386(F=193,13=193) MITek USA,Inc.FL Cut 8634 6904 Parke East Blvd.Tampa FL 33610 Date:. February 17,2021 ®WARNING-Vedfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/1 912 0 2 0 BEFORE USE. Not valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 `Job Truss Truss Type Qty Ply Sztankovils Res T22883200 J40997 ZHJ9 Diagonal Hip Girder 2 1 Job Reference o lional East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 Mi-rek Industries,Inc. Wed Feb 17 10:26:08 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3oO7-Km5LRMwXLdwmbmoCCh5TYJvJKgiulRorutJXZrzkG7T 3-1-2 6-2-15 10-2-10 _ 12-5-14 3-1-2 3-1-13 3-11-11 2-3-4 NAILED 5 Scale=1:23.5 NAILED 1x4 II d 2.83 12 18 4 NAILED NAILED 6x6' 15 3 a 48 2 1 4x12= 19 20 7 6 d NAILED 44= NAILED NAILED 17 18 10 9 NAILED 3x4= NAILED 11 special 3x4 — NAILED 4xe= Special 2-7-7 3-1-2 6-0-0 6 2- 10-2-10 12-5-14 2-7-7 -5-1 2-10-14 0-2-155 3-11-11 2-34 LOADIING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.21 7-8 >541 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -0.42 7-8 >268 180 BCLL 0.0 Rep Stress Incr NO WB 0.64 Horz(CT) 0.09 6 n/a n/a BCDL 10.0 Code FBC2020rrP12014 Matrix-MS Weight:58 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 3-10:2x4 SP No.3,6-8:2x4 SP No.1 6-0-0 oc bracing:8-10 WEBS 2x4 SP No.3*Except* 2-11:2xB SP No.3 REACTIONS. (size) 5=Mechanical,6=Mechanical,11=0-11-5 Max Horz 11=106(LC 24) Max Uplift 5=-61(LC 8),6=-54(LC 8),11=-555(LC 8) Max Grav 5=230(LC 28),6=235(LC 28).11=906(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP dHORD 1-2=-113/547.2-3=993/384 BOT dHORD 1-11=-493/120,8-10=-272/103,7-8=652/1684 WEBS! 2-11=-517/197,8-11=-509/177,2-8=456/1231,3-7=-1699/658 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.II;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 willlftt between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. This Item has been 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)5,6 except Qt=lb) eIE CtrOnlCal I Y 9 SI red and 11i555. 7)"NAILED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. sealed by Finn,Walter, PE 8)He ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 326 lb up at using a Digital Signature. 42 15,and 107 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the Printed copies of this responsibility of others. document are not considered 9)In i e LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). signed and sealed and the LOAD CASE(S) Standard signature must be verified 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 on any electronic copies. Unjform Loads(plf) Vert:1-5=70,10-12=20,9-10=-20,6-8=-20 Walter P.Finn PE No.22839 Concentrated Loads(lb) Mi rok USA,Inc.FL Cert6634 Vert:16=-45(F=-22,B=-22)17=11O(F=-55,B=55)18=386(F=193.B=193)19=7(F=3,B=3)20=-47(F=-23,B=-23) 669 44 Parke East Blvd.Tampa FL33810 Dat j February 17,2021 ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev.5/1 912 0 2 0 BEFORE USE. �- Design valid for use only with MTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ra building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTF11 Quality Criteria,OSB-89 and BCS/Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 T � I Job Truss Truss Type Qty Ply Sztankovits Res T22883201 J40997 i ZHJ9A Diagonal Hip Girder 1 1 Job Reference'o tionat East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:09 2021 Page 1 ID:?b8eRO9OC 1 HXoRKgzpo36wy3c07oyfjeiw96x2dCvN01Pci5XSXfE471 y5?6X3461zkG7S 2-9-13 7-6-1 12-5-14 2-9-13 4-8-5 4-11-13 r NAILED 4 Is=1:2 .8 NAILED d 2.83 F2 NAILED 13 NAILED 3x4 12 3 3x6 2 I 1 14 15 16 7 17 6 3x4= NAILED 8 Special 4x4—_ NAILED 5 NAILED 2x4 II Special NAILED NAILED 3x4— NAILED 2-7-10 2 -3 7-6-1 12-5-14 2-7-10 0-2- 4-8-5 4-11-13 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) -0.05 7-8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.73 Vert(CT) -0.11 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(CT) -0.01 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MS Weight:55 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3*Except* 2-8:2x6 SP No.3 REACTIONS. (size) 4=Mechanical,5=Mechanical,8=0-4-5 Max Horz 8=106(LC 8) Max Uplift 4=-66(LC 8),5=-65(LC 8),8=436(LC 8) Max Grav 4=178(LC 1),5=329(LC 28),8=825(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=79/518,2-3=709/183 BOT CHORD 1-8=-462/81,7-8=462/0,6-7=-236/667 WEBS 2-8=755/172,2-7=203/995,3-6=-723/256 NOTES- 1)Wind:ASCE 7-16;VuIt=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 100 lb uplift at joint(s)4,5 except(it=lb) This item has been 8=436. 7)"NAILED"Indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. electronically signed and 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)2 lb down and 81 lb up at sealed by Finn,Walter, PE 4-2-15,and 103 lb down and 326 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the using a Digital Signature. responsibility of others. copies of this 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). document Printed rated are not considered LOAD CASE(S) Standard signed and sealed and the 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 signature must be verified Uniform Loads(plf) on any electronic copies. Vert:14=70,5-9=-20 Concentrated Loads(lb) Walter P.Finn PE No.22839 Vert:12=6(F)13=93(F=-57,B=-36)14=11O(F=55,B=55)1,5=250(F=57,B=193)16=13(F)17=54(F=44,B=10) MiTek USA,Ind.FL Celt 0034 6904 Parke East Blvd.Tampa FL 33610 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. �- Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabdcatlon,storage,delivery,erection and bracing of trusses and truss systems,see ANS11TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I I I r[J40997 Truss Truss Type City Ply Szlankovits Res � T22683202 ZHJ37 Diagonal Hip Girder 2Job Reference o tionalCoast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:25:59 2021 Page 1 ID:7bBeR090C1 HXoRKgzpo36wy3o07-513xYHpuTsn2ONcTAIRMh02lmCfUWsXp_eZltzkG7c 3-1-2 5-0.5 3-1-2 1-11-4 Scale:V=1' 3 2.83 12 2x4 I 2 Ll 1 Y 9 10 4 3x4= NAILED Special NAILED Special 2x4 115 2-7-7 5-0-5 r 2-7-7 2-4-14 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC0.85 Vert(LL) -0.02 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.03 4-5 >814 180 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(CT) -0.10 3 n/a We BCDL 10.0 Code FBC2020frP12014 Matrix-MP Weight:17 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBSI 2x8 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,5=0-11-5 Max Horz 5=42(LC 8) Max Uplift 3=-114(LC 1),4=-476(LC 17),5=-424(LC 8) Max Grav 3=21(LC 8),4=138(LC 24),5=722(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-5=-470/136 NOTES- 1)Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.ll;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 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 willlfit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Prgvide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb) 3=1 14,4=476,5=424. 7)"NAILED"indicates 3-1Od(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)110 lb down and 319 lb up at This item has been 4415,and 110 lb down and 319 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. electronically signed and 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). sealed by Finn,Walter, PE LOAD CASE(S) Standard using a Digital Signature. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Printed copies of this Uniform Loads(plf) document are not considered Vert:1-3=70,4-6=20 signed and sealed and the Concentrated Loads(lb) signature must be verified Vert:9=-1 1 O(F=-55,B=-55)10=372(F=186,B=186) on any electronic copies. Walter P.Finn PE No.22839 Miiek USA,Inc.FL'Cert 6834 6904 Parke East Blvd..Tampa FL 33810 Date: February 17,2021 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 10II-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek" is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSIITP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I li 1 I i Job Truss Truss Type oty Ply Sztankovits Res T22883203 J40997 1 ZHJ41 DIAGONAL HIP GIRDER 4 1 i Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:01 2021 Page 1 ID:?b8eR090C1 HXoRKgzpo36wy3oO7-1 PAhzzgB?U1 mFhlsHjTgmr79i?MeAo2pH17fpIzkG7a 1 2-7-13 3-1-13 3-7-13' 417 5-8.9 11i-0 1-1-9 0 0-10-10 1-2-2 2.83 12 Scale=1:21.0 3 Special 5x14 M18SHS%11 2 1 416= `1 12 6 13 4 3x4= NAILED 7 NAILED 5 Special 3x4= 2-7-13 1-0.0 3-7-13 6-8-9 2-7-13 2-0-12 Plate Offsets(X Y)— 11:0-0-5 0-0-15] [6:0-2-8 0-0-0] LOAgING (psf) SPACING- 2-0-0 csL DEFL. in (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.01 4-5 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.77 Vert(CT) 0.01 4-5 >999 180 M18SHS 2441190 BCLL 0.0 Rep Stress[nor NO WB 0.00 Horz(CT) -0.14 3 n/a n/a BCDL1 10.0 Code FBC2020ITPI2014 Matrix-MR Weight:26 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31 TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc purlins. BOT CHORD 2x4 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1 2-7:2x6 SP No.3,2-5:2x4 SP No.3 10-0-0 oc bracing:4-5. WEB 2x6 SP No.3 REACTIONS. (size) 3=Mechanical,4=Mechanical,7=0-10-14 Max Horz 7=48(LC 8) Max Uplift 3=-383(LC 1),4=131(LC 17),7=-584(LC 8) Max Grav 3=80(LC 8),4=26(LC 24),7=885(LC 31) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=200/534 BOT i HORD 1-6=476/202,6-7=588/359,2-6=-761/396 NOTES- 1)wit 1d:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=8ft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber D6L=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements specific to the use of this truss component. 3)Alllplates are MT20 plates unless otherwise indicated. 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 girders)for truss to truss connections. 7)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify This item has been capacity of bearing surface. electronically signed and 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 0=1b) sealed by Finn,Walter, PE 3=383,4=131,7=584. using a Digital Signature. 9)"N?JLED"indicates 3-10d(0.148"x3")or 2-12d(0.148"x3.25")toe-nails per NDS guidlines. Printed COpI@S Of this 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)107 lb down and 372 lb up at 4-2-13 on top chord,and 68 lb down and 302 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s) document are not considered is the responsibility of others. signed and sealed and the 11)li the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Signature must be Verified LOAD CASE(S) Standard on any electronic copies. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Walter P.Finn PE No.22630 Uniform Loads(plf) MiTek USA,Inc.FL Ce48634 Vert:1-3=70,6-8=20,4-5=-20 6604 Parke East Blvd.Tampa FL 33610 Date: Continued on page 2 February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p building design.Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing WOW OW is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI?P11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 Job Truss Truss Type City Ply Sztankovits Res T22883203 J40997 ZHJ41 DIAGONAL HIP GIRDER 4 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:26:01 2021 Page 2 ID:?b8eR090C1 HXoRKgzpo36wy3oO7-1 PAhzzgB?U1 mFhlsHjTgmr79i?MeA02pH17fplzkG7a LOAD CASE(S) Standard Concentrated Loads(lb) Vert:11=197(B)12=-110(F=-55,B=55)13=183(F) AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5119/2020 BEFORE USE. Design valid for use any with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buildbuilding design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• ing required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSVlp11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Se 1 Fetyinfortnallon available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf.MD 20601 Tampa,FL 36610 � 1 Job Truss Truss Type Qty Ply I Sztankovits Res T22883204 J40997� ZHJ46 Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MTek Industries,Inc. Wed Feb 17 10:26:03 2021 Page 1 ID:7b8eRO9OC1HXoRKgzpo36wy3oO7-zolSOesPX51UU vEP8VIrGCTTp6OdGb6kccmuezkG7Y 3-9.13 47-2 5 4 0 6 4-5 3-9-13 0.9-5 0-8-13 1-0-5 3x4 II Scale=1:18.0 2.83 12 4 2x4 II 3x6 3 2 ab 1 4 t C� 14 15 9 3x4= NAILED 3x4- NAILED 10 2x4 11 Special Special 7 6 8 2x4 I I 2x4 11 3-8-0 3 4-7-2 4 9- 6-4-5 3-8.0 0-1-4 0-9-5 0--4 1-7-5 Plate Offsets(X Y)- [4:0-2-15,0-0-81 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) -0.03 8 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(CT) 0.05 8 >587 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(CT) -0.04 4 n/a n/a BCDL 10.0 Code FBC2020/TPI2014 Matrix-MP Weight:30 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.2*Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. Except: 3-7:2x4 SP No.3 10-0-0 cc bracing:7-9 WEB 2x4 SP No.3*Except* 2-10:2x6 SP No.3 REACTIONS. (size) 6=Mechanical,4=Mechanical,10=0-3-11 Max Horz 10=52(LC 21) Max Uplift 4=-232(LC 1).1O=541(LC 8) Max Grav 6=35(LC 3),4=79(LC 8),10=1329(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-236/621 BOT CHORD 1-10=-566/239,9-10=-566/187,3-9=553/187 WEB 2-10=-737/259,2-9=-274/830 1)Wind:Wind:ASCE 7-16;Vult=160mph(3-second gust)Vasd=124mph;TCDL=6.Opsf;BCDL=4.Opsf;h=15ft;B=108ft;L=70ft;eave=Bft; Cat.11;Exp B;Encl.,GCpi=0.18;MWFRS(directional);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Building Designer/Project engineer responsible for verifying applied roof live load shown covers rain loading requirements speck to the use of this truss component. 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. This Item has been 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=1b) electronically signed and 4=232,10=541. sealed by Finn,Walter, PE 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. using a Digital Signature. 8)"NAILED"indicates 3-1 Od(0.148'14")or 2-12d(0.1 48"x3.25")toe-nails per NDS guidlines. Printed copies S Of this 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)223 lb down and 147 lb up at p 4-2-15,and 223 lb down and 147 lb up at 4-2-15 on bottom chord. The design/selection of such connection device(s)is the document are not considered responsibility of others. signed and sealed and the 10)1ij the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B), signature must be Verified LOAD I CASE(S) Standard on any electronic copies. 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Walter P.Finn PE No.22839 Uniform Loads(plf) MTek USA,Inc.FL Cort 6634 I 6904 Parke East Blvd.Tampa FL 33610 Vert:1-4=70,9-11=-20,7-8=20,5-7=-20 Data: Continued on page 2 February 17,2021 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/1 912 0 2 0 BEFORE USE. " Design valid for use onlywith MTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSUTP/1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 36610 I Job Truss Truss Type Qty Ply Sztankovits Res T22883204 140997 1 ZHJ46 Diagonal Hip Girder 1 1 Job Reference(optional) East Coast Truss, Ft.Pierce,FL 34946 8.430 s Nov 30 2020 MiTek Industries,Inc. Wed Feb 17 10:26:03 2021 Page 2 ID:?b8eRO9oC1HXoRKgzpo36wy3oO7-zolSOesPX51UU vEPBVIrGCTTp6OdGb6kccmuezkG7Y LOAD CASES) Standard Concentrated Loads(Ib) Vert:14=-110(F=55,8=-55)16=446(F=223,B=223) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.5/19/2020 BEFORE USE. �" Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOWIs always required for stability and to prevent collapse with possible personal Injury and property damage.For general guidance regarding the fabdcalion,storage,delivery,erection and bracing of trusses and truss systems,see ANS8TP11 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2670 Crain Highway,Suite 203 Waldorf,MD 20601 Tampa,FL 366110 1 Symbols Numbering System ® General Safety dotes PLATE LOCATION AND ORIENTATION Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. 1. Additional stability bracing for truss system,e.g. Apply plates to both sides of truss 1 2 3 diagonal or X-bracing,is always required. See BCSI. and fully embed teeth. TOP CHORDS 2. Truss bracing must be designed by an engineer.For c1-2 c2-3 wide truss spacing,individual lateral braces themselves 0-�16�r may require bracing,or altemative Tor 1 0 WEBS 4zQ 4 bracing should be considered. Of p " ��� �� Of 3. Never exceed the design loading shown and never O= stack materials on inadequately braced trusses. U 4. Provide copies of this truss design to the building 00 EL designer,erection supervisor,property owner and For 4 x 2 orientation,locate c7-8 csa cs s 0 all other interested parties. plates 0- 'lid'from outside BOTTOM CHORDS 5. Cut members to bear tightly against each other. edge of truss. 8 7 6 5 6. Place plates on each face of truss at each joint and embed fully.Knots and wane at joint This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE locations are regulated by ANSI/TPI 1. required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO 7. Design assumes trusses will be suitably protected from Connector plates. THE LEFT. the environment in accord with ANSIrrPI 1. 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT 8. Unless otherwise noted,moisture content of lumber NUMBERS/LETTERS. shall not exceed 19%at time of fabrication. software or upon request 9. Unless expressly noted,this design is not applicable for PLATE SIZE PRODUCT CODE APPROVALS use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: 10.Camber is a non-structural consideration and is the The first dimension is the plate responsibility of truss fabricator.General practice is to 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR1988 camber for dead load deflection. to slots.Second dimension is ER-3907,ESR-2362,ESR-1397,ESR-3282 11.Plate type,size,orientation and location dimensions the length parallel to slots. indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that specified. Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the 13.Top chords must be sheathed or puriins provided at by text in the bracing section of the truss unless otherwise shown. spacing indicated on design. output. Use T or I bracing 14.Bottom chords require lateral bracing at 10 ft.spacing, if indicated. Lumber design values are in accordance with ANSI/TPI 1 or less,if no ceiling is installed,unless otherwise noted. section 6.3 These truss designs rely on lumber values BEARING established by Others. 15.Connections not shown are the responsibility of others. 16.Do not cut or alter truss member or plate without prior Indicates location where bearings approval of an engineer. (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved reaction section indicates joint 17.Install and load vertically unless indicated otherwise. number where bearings occur. 18.Use of green or treated lumber may pose unacceptable Min size shown is for crushing only. environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19.Review all portions of this design(front,back,words A n Specification for Metal and pictures)before use.Reviewing pictures alone NSIlTPI1: National Design P is not sufficient. Plate Connected Wood Truss Construction. W1 DSB-89: Design Standard for Bracing. ® 20.Design assumes manufacture in accordance with BCSI: Building Component Safety Information, ANSI/TPI 1 Quality Criteria. Guide to Good Practice for Handling, _Usk -24-.The-design does-not-take into account-any-dynamic - - — — ---Installing&-Bracing of Metal Plate or other loads other than those expressly stated. •+� Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.5/19/2020 r�.