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HomeMy WebLinkAboutPermit Building 2019-04-26�DP�TIO•aA•`. �Nt�t:�`-t �''�1'cA�t tri? t�S ENERGY EFFICIENCY TABLE N1 101.1(2) ADDITIONAL MEASURES For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 W/m2. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. All duct joints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). 66:004 c. Residential water heaters less than 55 gallon storage volume. gee* • • ; • • d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space i)uctF.%cated outsiM11 a conditioned • a space shall have insulation installed as required in this code. 000040 • • • • of e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unlels vaulted area has a U -factor no gealer; • a than U-0.026.go . • • f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foamcaulk or other gasket approved sealant listed for sealing wall covering material to structural material (example: gypsum board to wood stu4m". 0000 • • • • • • g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings*Ath f*irestrati%IjVAlfan 15 pdreent • • of the total vertical wall area may adjust the Code UA to have 15 percent of the wall area as fenestration. 000000 • • • • •• • • • • •••••• •••••• •••• • • • •• •• •••••• 00 • • • • • • • 00*0 2017 OREGON RESIDENTIAL SPECIALTY CODE 435 High efficiency walls 1 Exterior walls—U-0.045/R-21 cavity insulation + R-5 continuous Upgraded features 2 Exterior walls—U-0.057/R-23 intermediate or R-21 advanced, Framed floors—U-0.026/R-38, and W Windows—U-0.28 (average UA) W Upgraded features 3 Exterior walls—U-0.055/R-23 intermediate or R-21 advanced, Flat ceiling'—U-0.017/R-60, and or Framed floors—U-0.026/R-38 Super Insulated Windows and Attic OR Framed Floors 4 Windows—U-0.22 (Triple Pane Low -e), and Lu " Flat ceiling'—U-0.017/R-60 or Q 0 Framed floors—U-0.026/R-38 a Air sealing home and ducts w 5 Mandatory air sealing of all wall coverings at top plate and air sealing checklistf and Mechanical whole -building ventilation system with rates meeting M1503 or ASHRAE 62.2, and All ducts and air handlers contained within building enveloped or All ducts sealed with masticb efficiency thermal envelope UA9 OHigh 6 Proposed UA is 8% lower than the code UA High efficiency HVAC systema Gas-fired furnace or boiler AFUE 94%, or w Air source heat pump HSPF 9.5/15.0 SEER cooling, or N Ground source heat pump COP 3.5 or Energy Star rated Ducted HVAC systems within conditioned space c O B All ducts and air handlers contained within building enveloped •- 2 m— Cannot be combined with Measure 5 rn " C Ductless heat pump c Ductless heat pump HSPF 10.0 in primary zone of dwelling V High efficiency water heater` D Natural gas/propane water heater with UEF 0.85 OR Electric heat pump water heater Tier 1 Northern Climate Specification Product For SI: 1 square foot = 0.093 m2, 1 watt per square foot = 10.8 W/m2. a. Appliances located within the building thermal envelope shall have sealed combustion air installed. Combustion air shall be ducted directly from the outdoors. b. All duct joints and seams sealed with listed mastic; tape is only allowed at appliance or equipment connections (for service and replacement). Meet sealing criteria of Performance Tested Comfort Systems program administered by the Bonneville Power Administration (BPA). 66:004 c. Residential water heaters less than 55 gallon storage volume. gee* • • ; • • d. A total of 5 percent of an HVAC system's ductwork shall be permitted to be located outside of the conditioned space i)uctF.%cated outsiM11 a conditioned • a space shall have insulation installed as required in this code. 000040 • • • • of e. The maximum vaulted ceiling surface area shall not be greater than 50 percent of the total heated space floor area unlels vaulted area has a U -factor no gealer; • a than U-0.026.go . • • f. Continuous air barrier. Additional requirement for sealing of all interior vertical wall covering to top plate framing. Sealing with foamcaulk or other gasket approved sealant listed for sealing wall covering material to structural material (example: gypsum board to wood stu4m". 0000 • • • • • • g. Table N1104.1(1) Standard base case design, Code UA shall be at least 8 percent less than the Proposed UA. Buildings*Ath f*irestrati%IjVAlfan 15 pdreent • • of the total vertical wall area may adjust the Code UA to have 15 percent of the wall area as fenestration. 000000 • • • • •• • • • • •••••• •••••• •••• • • • •• •• •••••• 00 • • • • • • • 00*0 2017 OREGON RESIDENTIAL SPECIALTY CODE 435 A State of Oregon Building Codes Division Better Buildings far Oregon 2017 ORSC Additional Measure 6 Calculator For demonstrating compliance with Additional Measure 6 only. If any assembly does not meet Table N1101.1(1), Table N1104.1(1) must be used to demonstrate minimum code compliance first. Yellow fields require a value to be entered if field is applicable. Use the drop down menu in fields with "SELECT ITEM" IF field is applicable. South Umpqua Permit #: Standard Base Case BUILDING COMPONENTS Flat ceilings Vaulted ceilings Conventional wood -framed walls Mixed or Other wall types Underfloor Slab edge & Underslab Insulated Concrete Form Walls BUILDING COMPONENTS Flat ceilings Vaulted ceilings Total area of ALL Wall Surfaces 85% of Total wall area Windows=15% of Total wall area Underfloor Slab edge (enter lineal feet) Skylights Exterior Doors Doors with >2.5ft2 glazing Areas U -factor Areas x U 1804 0.021 37.88 SELECT ITEM 01 0.033 0.00 2213 0.063 125.42 1881.05 0.059 110.98 331.95 0.300 99.59 1804 0.033 59.53 0.520 0.00 0.500 0.00 40 0.200 8.00 20 0.4001 8.00 Sum 323.98295 Proposed Alternative R -Value Construction Type Areas U -factor Areas x U R-49, Advanced framing 1804 0.020 36.08 SELECT ITEM 01 0.000 0.00 R-21, 0, Conventional framing 1990.75 0.063 125.42 SEE Walls Overall U -Factor Tab 0 0.000 0.00 R-30, Underfloor 1804 0.0331 59.53 SELECT ITEM 0 0.0001 0.00 0000.. 0000.. 0000.... TOTAL WINDOW DOOR AND SKYLIGHT (input on Window, door and•►nrell tab99j• • • Inrnvidin nrnrh;r_t crit ch of Windows from Window Tab Skylights from Skylight Tab Exterior Doors from Door Tab Doors with >2.5ft2 glazing 222.25 0.93 65.23 0 •0 009 :-U-66 40 `C.Mj 20 0.300 _5+20 •6'00 Sum 297.45425 PASS or FAIL: PASS -8.2% ••••• 0000... 0000••• 0000.... 0000.... 0000 0000 •••• 0000.... •••• Building Codes Division ♦ Department of Consumer and Business Services ♦ State of Oregon 1535 Edgewater St. NW, Salem, OR 97304 ♦ P.O. Box 14470, Salem, OR 97309-0404 ♦ b r n. ' 503-373 0205 ♦Fax. 503-378-2322cd o egoov g Last updated: 4/26/2019 OW AU;61T SIGNATURE HOMES 1953 GARDEN -vCCdE, AVE Q9-974 -'-_- L, U— --J —ev4�, O ^R F 'Z,' Rw '� 511RO,. MFat — — — s� rp �pC � �� � .._-------- � '{"�'7l,�C�. �, �� � .41 i � � e� .--'— ---- -- —___ _ __.__ ____._. _.__deed_ _._ .. ____ .—_.._. _ _ __. _____. _.__..___-- —►�-t _—_ _� ------ — — --- — C71 Plf� P G v-t� ,.._..... _._ ..._...._.._.__...__...---- deed deed. . . . .. .. . deed.. OL 01 0-110 XP dMS •t _ = • • odds•• _._...._....-_deed ._.._ _._.._._.__ ...—.. ._. _.__. _. � ._._., LL_"—•_`�'_ --------- - ■ / . / . • •.. • ' __._.._......._. ._..._ .—____.. .. _.«.._.._ _._..._._ _.._...__...—..__._._.__..._._._............... _._.._.,__._._......_.._...._._.._..__.._._.___..._. _deed-........._.._..._.. • • • •• •• sods•• • • • osis odes Project: Flipper 48-50 Location: 1 FH1 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 15.0 IN x 16.25 FT 24F -V4 - Visually Graded Western Species - Dry Use Section Adequate By: 11.1 % Controlling Factor: Deflection DEFLECTIONS Center Live Load 0.29 IN L/662 Dead Load 0.19 in Total Load 0.49 IN U400 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: 0360 REACTIONS A B Live Load 3942 Ib 4048 Ib Dead Load 2529 Ib 2714 Ib Total Load 6471 Ib 6762 Ib Bearing Length 1.81 in 1.89 in BEAM DATA Center Span Length 16.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 16.25 ft Live Load Duration Factor 1.15 Camber Adj. Factor 1 Camber Required 0.19 Notch Depth 0.00 MATERIAL PROPERTIES 24F -V4 - Visually Graded Western Species Base Values Adjusted Bending Stress: Fb = 2400 psi Controlled by: Fb_cmpr = 1850 psi Fb' = 2750 psi Cd=1.15 Cv=1.00 Shear Stress: Fv = 265 psi Fv' = 305 psi Cd=1.15 Modulus of Elasticity: E = 1800 ksi E'= 1800 ksi Min. Mod. of Elasticity: E_min = 930 ksi E_min' = 930 ksi Comp. -L to Grain: Fc - -- = 650 psi Fc - -L= 650 psi Controlling Moment: 28295 ft -Ib 7.8 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -6762 Ib 16.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 123.48 in3 206.25 in3 Area (Shear): 33.28 in2 82.5 int Moment of Inertia (deflection): 1392.37 in4 1546.88 in4 Moment: 28295 ft -Ib 47261 ft -Ib Shear: -6762 lb 16761 Ib LGordon Anslow Anslow & DeGeneault 1953 Garden Avenue Eugene, Oregon StruCalc Version 8.0.113.0 8/10/2018 11:52:43 AM LOADING DIAGRAM A - -16.26 ft UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 pif Beam Self Weight 18 pif • • Total Uniform Load 18 pif • POINT LOADS - CENTER SPAN Load Number One Live Load 2500 Ib Dead Load 1400 Ib Location 3.5 ft TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 60 plf 480 plf Left Dead Load 40 plf 310 plf Right Live Load 60 plf 480 plf Right Dead Load 40 plf 310 plf Load Start 0 ft 5.5 ft Load End 5.5 ft 16.25 ft Load Length 5.5 ft 10.75 ft .. . • • • • •• •• •••••• Project: Flipper 48-50 Location: 1 FH2 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 6.25 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 55.0% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L/1649 Dead Load 0.03 in Total Load 0.07 IN U1051 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: U360 REACTIONS A B Live Load 2014 Ib 2074 Ib Dead Load 1146 Ib 1255 Ib Total Load 3160 Ib 3329 Ib Bearing Length 0.92 in 0.97 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.25 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1553 psi UNIFORM LOADS Center Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Uniform Dead Load 0 plf Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L'= 625 psi Controlling Moment: 6904 ft -Ib 2.25 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -3329 Ib 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 53.36 in3 82.73 in3 Area (Shear): 25.54 in2 52.25 int Moment of Inertia (deflection): 134.57 in4 392.96 in4 Moment: 6904 ft -Ib 10703 ft -Ib Shear -3329 lb 6810 lb page 1 Gordon Anslow Anslow 8 DeGeneault Mal1953 Garden Avenue of a + Eugene, Oregon StruCalc Version 8.0.113.0 8/10/2018 12:32:34 PM LOADING DIAGRAM 00000 A` - - 6.25ft UNIFORM LOADS Center • . Uniform Live Load 0 plf Uniform Dead Load 0 plf . . • Beam Self Weight 11 plf Total Uniform Load 11 plf • •000.0 POINT LOADS - CENTER SPAN • Load Number One Live Load 2100 Ib Dead Load 1000 Ib Location 2.25 ft • • TRAPEZOIDAL LOADS - CENTER SPAN. Load Number One Two Left Live Load 30 plf 480 pif Left Dead Load 40 plf 310 plf Right Live Load 30 plf 480 plf Right Dead Load 40 pif 310 plf Load Start 0 ft 2.25 ft Load End 2.25 ft 6.25 ft Load Length 2.25 ft 4 ft 00000 0000 ••00• • . 0000 • . . . • s • • • S • • • • • •000.0 •• • • •0••0• • • • 0000•• •• • • • •••S S• • • • 0000 • • Soso 0•••0• 0000 •• • •••••• •o•••• 0000 •• •o •0000• *40.0•• •o•• Project: Flipper 48-50 Location: 1 FH3 Multi -Loaded Multi -Span Beam [2009 International Building Code(2005 NDS)] 5.5 IN x 9.5 IN x 6.25 FT #1 - Douglas -Fir -Larch - Dry Use Section Adequate By: 23.9% Controlling Factor: Moment DEFLECTIONS Center Live Load 0.05 IN L11473 Dead Load 0.03 in Total Load 0.08 IN L/908 Live Load Deflection Criteria: L/480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1834 Ib 2464 Ib Dead Load 1166 Ib 1559 Ib Total Load 3001 Ib 4023 Ib Bearing Length 0.87 in 1.17 in BEAM DATA Center Span Length 6.25 ft Unbraced Length -Top 0 ft Unbraced Length -Bottom 6.25 ft Live Load Duration Factor 1.15 Notch Depth 0.00 MATERIAL PROPERTIES #1 - Douglas -Fir -Larch Base Values Adjusted Bending Stress: Fb = 1350 psi Fb' = 1553 psi 9009. Cd=1.15 CF= 1.00 Shear Stress: Fv = 170 psi Fv' = 196 psi Cd=1.15 Modulus of Elasticity: E = 1600 ksi E'= 1600 ksi Min. Mod. of Elasticity: E_min = 580 ksi E_min' = 580 ksi Comp. -L to Grain: Fc - -L = 625 psi Fc - -L' = 625 psi Controlling Moment: 8639 ft -Ib 3.12 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -4023 Ib 6.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 66.77 in3 82.73 in3 Area (Shear): 30.87 int 52.25 int Moment of Inertia (deflection): 155.78 in4 392.96 in4 Moment: 8639 ft -Ib 10703 ft -Ib Shear: -4023 lb 6810 lb page Gordon Anslow Anslow & DeGeneault 1953 Garden Avenue or Eugene, Oregon StruCalc Version 8.0.113.0 8/10/2018 12:34:23 PM ]LOADING DIAGRAM 0009• 1 ••9• 9009. A` 0099 6.25 ft - -� . . 00.96• UNIFORM LOADS Center Uniform Live Load 0 plf Uniform Dead Load 0 plf Beam Self Weight 11 plf 9909.. Total Uniform Load 11 pif 0 0. 6,.0 •. POINT LOADS - CENTER SPAN • Load Number One Live Load 2550 Ib Dead Load 1500 Ib Location 3.13 ft •••6 6999.• TRAPEZOIDAL LOADS - CENTER SPAN Load Number One Two Left Live Load 80 plf 480 plf Left Dead Load 60 plf 310 plf Right Live Load 80 plf 480 plf Right Dead Load 60 plf 310 plf Load Start 0 ft 3.13 ft Load End 3.13 ft 6.25 ft Load Length 3.13 ft 3.12 ft 0009• ••9• 9009. • • 0099 . . 00.96• 6• 9909.. • . 0 0. 6,.0 •. • 9990.. •••6 6999.• 999• •9 • ••69.9 ••9••• 9999 9 .. .. .00.•• as . . . .999 Project: Flipper 48-50 1page Gordon Anslow Location: RBI Anslow & DeGeneault Multi -Loaded Multi -Span Beam 1953 Garden Avenue or [2009 International Building Cude(2005 NDS)] Eugene, Oregon 3.5 IN x 7.25 IN x 8.0 FT #2 - Douglas -Fir -Larch - Dry Use Section Adequate By: 6.0% StruCalc Version 8.0.113.0 10/3/2018 11:11:20 AM Controlling Factor: Moment LOADING DIAGRAM DEFLECTIONS Center Live Load 0.13 IN L/741 Dead Load 0.08 in Total Load 0.21 IN U457 Live Load Deflection Criteria: U480 Total Load Deflection Criteria: L/360 REACTIONS A B Live Load 1000 Ib 1000 Ib Dead Load 622 Ib 622 Ib Total Load 1622 Ib 1622 Ib Bearing Length 0.74 in 0.74 in BEAM DATA Center Span Length 8 ft A aft B Unbraced Length -Top 0 ft Unbraced Length -Bottom 8 ft Live Load Duration Factor 1.15 UNIFORM LOADS Center Notch Depth 0.00 Uniform Live Load 250 plf MATERIAL PROPERTIES Uniform Dead Load 150 plf #2 - Douglas -Fir -Larch Beam Self Weight 6 plf Base Values Adjusted Total Uniform Load 406 plf Bending Stress: Shear Stress Modulus of Elasticity: Min. Mod. of Elasticity: Comp. -L to Grain: Fb = 900 psi Cd=1.15 CF=1.30 FV = 180 psi Cd=1.15 E = 1600 ksi E min= 580 ksi Fc - -L = 625 psi Fb' = 1346 psi Fv' = 207 psi E' = 1600 ksi E_min' = 580 ksi Fc --L'= 625 psi Controlling Moment: 3244 ft -Ib 4.0 Ft from left support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Controlling Shear: -1622 Ib At right support of span 2 (Center Span) Created by combining all dead loads and live loads on span(s) 2 Comparisons with required sections: Read Provided Section Modulus: 28.93 in3 30.66 in3 Area (Shear): 11.75 in2 25.38 int Moment of Inertia (deflection): 87.57 in4 111.15 in4 0000• • • Moment: 3244 ft -Ib 3438 ft -Ib •����• 0000 ����� Shear: -1622 Ib 3502 Ib 0 '••' : 06;0 0000•• • ••0 • 0000•• 66.006 •. • • • 0000.• • 0 • 0000 0 0 00 00 0000.• 8600 0000 6• 6 6 • 6 66.00• •00000 6006 04 so • • 0 9 0 6 6 0000 9 W3 14 E. ::- X 0000 .�00. M. 0000.. W- > o rn j n — Q70 > L S. 3=nm ",Z. Go so so � r ,� - -n Goes E M, 4 o § *4:00•: :00 0 0000 00 so W3 0900 ! ONi a E. ::- 0000 .�00. 0000.. so iV Go so so co gh - Goes E M, 4 o § *4:00•: :00 0 0000 00 so 0900 ! ONi a W4 W4 W4 Co. 0 C 624 RL C" sm Im % ..9 7 0 tm rEs L w (0 fE ti. RL SL cy EV M Ob SO pr z O M 25 -5. Cb • CR % Ott 0 0 C'O 0 cb""u n M elm so Co P. io CL Cb 2 C* RL "0 ca vt 7 0 tm rEs L 0 Aw RL z 0 CSS Ilk, V 40 70 1utz I' - r TV .0 0 71 IM -i U3 -'%s vt T+M 0 Aw SL cy Ob SO o to 04 O 14 Q Cb • z 0 CSS Ilk, V 40 70 1utz I' - r TV .0 0 A_ I = T+M Aw Z rj), SO o to 14 Q Cb • 49. Ott 0 0 C'O 0 -Q-0 elm so Co P. io I-.. Aw Z rj), SO o to 14 Q Cb • Ott 0 0 C'O 0 -Q-0 elm so Co so** io I-.. C.Q 5 < it X > 0 C= M m z r C) ati p: n. IE n it m Ol M O b b b 000 hiW11, 2L > 4; • 61 XV fA at CA 67 < it X > 0 C= M m z r C) ati p: n. IE n it m Ol M O b b b 000 hiW11, 2L > 4; • 61 XV TSE Engineerir�q Re: J 1033713 Anslow & DeGeneault Tri-State Engineering, Inc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 t'OT 50 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I12768623 thruIl2768679 My license renewal date for the state of Oregon is December 31, 2020. Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. ••e•• 0000 0900 **see . • • . • 0000•• 9600.• •• ���y�`U�A 0000•• �.•� 1162PPE :000:0 • OREGON •• • 0000 00.00• of•• 7M 6! / �. J �� •9.9•• • •09 ease • 00.09• 0006•• 0006 a • • RE .. .. 0000.. 0 so May 7,2019 6 s 6 e Terry Powell The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. 11033713 IA1GR l i SPECIAL GIRDER ri Anslow & DeGeneaull 112768623 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Mayy 3 19:14:012019 Page 1 ID:dVXOpumktmTcljNWPlzdRSyg911-bULzXwLljR3ccNsBgfDEQfpJRI RKy6CYajPY03zK6sq 1-3-0 2-11-12 5-51 5 9- -9 3-7-14 17-8-4 23-1-15 28f-1 -0 1-3-0 2-11-12 2 -SS 15 3 10.9 4-0.5 4-0 6 5-r11 5-4-3 5 515 Scale = 1:62.3 4x10 = 1.5x4 II 1.5x4 II 4x8 = 3x4 = 3x6 = 3x5 = 4x6 = _ 22 41 42 21 43 20 19 44 45 i8 46 47 17 16 3x4 = 4x8 II 3x4 - 4x6 = 3x8 - 5x10 = 3x5 II 8x12 = LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 *Except* 83: 2x4 DF Stud BOT CHORD WEBS 2x4 DF Stud WEDGE Left: 2x4 DF Stud REACTIONS. (Ib/size) 2=2621/0-5-8 (min. 0-1-9),22=276710-5-8 (min. 0-1-8) Max Horz 22=126(LC 9) Max Uplift 2=-881 (LC 10), 22=1011(LC 10) Max Grav 2=2923(LC 26), 22=2811(LC 25) FOR.;L&. tib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ir)Rn 2-3=-4344/1441, 3-4=-4288/1497, 4-26=5445/2030, 26-27=544512030, 5-27=-5445/2030, 5-28= C4 4[/2030, 28-f9=-5445_'2030, 6-29=-5445/2030, 6-30=-9842/3854, 30-?1=-!014?/3854, 7-31=-9841/3854, 7-32=-8854/3429, 32-33=-B854/3429, 33-34=-885413429,34 3:'= -£B 5//3429, 8-35=-8854/3429, 8-9=885413429, 9-36=-8854/3429, 36-37=-88541,3429, 10-37=8854/3429, 10-38=-5569/2069, 38-39 -55691?069, 39-40=-556912069, 11-40=-5569/2069, 12-22=281111011, 11-12--166/11014 BOT :90'1r) 2-41=-1145/3584, 41-42=-1145/3584, 21-42=-114513584, 21-43=1241/3779, 20-43 :-;'_4;13779,19-20: -124:/3779, 19-44=-2362/6400, 44-45=2362/6400, 18 -45 --'?"?16400,18-46=-266/690,46-47=-266/690,17-47=-266/690, 15-48=-3840/10028, 4:;-,E = 3340/10028, 14-49=-3840/10029, 14-50=-2070/5569, 50-51=-2070/5569,13-51=-k070/5569 WEBS 3-21= 310/472,4-21=-320/318, 7-14=-12901548, 9-14=-6691368,10-14=-1516/3583, 10-13=-1'170/978, 11-13= 216w,3893, 4-19=-923/2366.6-18=-1665/682,5-19=-534/256, 6-19=-1386/609,15-18= 2190'E960, 6-15=-1621/3984 Structural wood sheathing directly applied or 5-8-3 cc purlins, except end verticals, and 2-0-0 cc purlins (3-9-8 max.): 4-11. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-8-11 cc bracing: 14-15. 10-0-0 cc bracing: 15-17 NOTES - t) 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 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. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Continued on page 2 RENEWS: 12/31120 May 7,2019 AG WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. to 7,. teTRUSSCO. INC. 5-5-1 4-2-86 0- 4 5-2-1 5-4-3 5-515 Plate Offsets (X,Y)- [2:0-4-0,0-0-4], [2:0 -0 -5,0 -4 -8],[2:0 -0 -2,0 -0 -4],[4:0 -4 -4,0-0-8],[6:0-2-0,0-1-8],[7:0-1-12,0-1-8],[10:0-1-12,0-1-8],[1 1:0-3-0,0-2-0], [13:0-3-0,0-2-8], - f14 -0-2-00-1-12J. (17:0-2-8,0-0-01. 118:0-2-12,0-2-8], [19:0-3-0.0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) Ildefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.67 Vert(LL) -0.42 16 >958 360 MT20 220/195 ;Roof Snow=25.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.66 14-15 >613 240 i CDL 8.0 Rep Stress Incr NO WB 1.00 Horz(CT) -0.19 2 n/a fila 2CLL 0.0 * Code IRC2015/TPI2014 Matrix -MSH Weight: 401 Ib FT = 20% B DL 7. , LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 *Except* 83: 2x4 DF Stud BOT CHORD WEBS 2x4 DF Stud WEDGE Left: 2x4 DF Stud REACTIONS. (Ib/size) 2=2621/0-5-8 (min. 0-1-9),22=276710-5-8 (min. 0-1-8) Max Horz 22=126(LC 9) Max Uplift 2=-881 (LC 10), 22=1011(LC 10) Max Grav 2=2923(LC 26), 22=2811(LC 25) FOR.;L&. tib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP C ir)Rn 2-3=-4344/1441, 3-4=-4288/1497, 4-26=5445/2030, 26-27=544512030, 5-27=-5445/2030, 5-28= C4 4[/2030, 28-f9=-5445_'2030, 6-29=-5445/2030, 6-30=-9842/3854, 30-?1=-!014?/3854, 7-31=-9841/3854, 7-32=-8854/3429, 32-33=-B854/3429, 33-34=-885413429,34 3:'= -£B 5//3429, 8-35=-8854/3429, 8-9=885413429, 9-36=-8854/3429, 36-37=-88541,3429, 10-37=8854/3429, 10-38=-5569/2069, 38-39 -55691?069, 39-40=-556912069, 11-40=-5569/2069, 12-22=281111011, 11-12--166/11014 BOT :90'1r) 2-41=-1145/3584, 41-42=-1145/3584, 21-42=-114513584, 21-43=1241/3779, 20-43 :-;'_4;13779,19-20: -124:/3779, 19-44=-2362/6400, 44-45=2362/6400, 18 -45 --'?"?16400,18-46=-266/690,46-47=-266/690,17-47=-266/690, 15-48=-3840/10028, 4:;-,E = 3340/10028, 14-49=-3840/10029, 14-50=-2070/5569, 50-51=-2070/5569,13-51=-k070/5569 WEBS 3-21= 310/472,4-21=-320/318, 7-14=-12901548, 9-14=-6691368,10-14=-1516/3583, 10-13=-1'170/978, 11-13= 216w,3893, 4-19=-923/2366.6-18=-1665/682,5-19=-534/256, 6-19=-1386/609,15-18= 2190'E960, 6-15=-1621/3984 Structural wood sheathing directly applied or 5-8-3 cc purlins, except end verticals, and 2-0-0 cc purlins (3-9-8 max.): 4-11. Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 8-8-11 cc bracing: 14-15. 10-0-0 cc bracing: 15-17 NOTES - t) 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 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 cc, 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. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 Continued on page 2 RENEWS: 12/31120 May 7,2019 AG WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrTPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. to 7,. teTRUSSCO. INC. Job Truss Trus s Type Qty Ply Anslow & DeGeneault 1727681 J1033713 A1GR ROOF SPECIAL GIRDER 1 n - LJob Reference4ABL The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MTek Industries Inc. Fri May 3 19:14:02 2019 Page 2 I D:dVXOpumktmTcljN WPlzdRSyg91 i-3gvMIGMwUIBTDXRNONkTzsLUASnZhZShoN95ZVzK6sp NOTES - 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 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 an the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 881 Ib uplift at joint 2 and 1011 Ib uplift at joint 22. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 367 Ib down and 261 Ib up at 5-9-0, 210 Ib down and 136 Ib up at 8-0-12, 190 Ib down and 142 Ib up at 10-0-12, 187 Ib down and 144 Ib up at 12-0-12, 187 Ib down and 146 Ib up at 14-0-12, 187 Ib down and 147 Ib up at 16-0-12, 190 Ib down and 153 Ib up at 18-0-12, 190 Ib down and 153 Ib up at 18-11-4, 189 Ib down and 151 Ib up at 20-11-4, 189 Ib down and 149 Ib up at 22-11-4, 188 Ib down and 147 Ib up at 24-11-4, 191 Ib down and 145 Ib up at 26-11-4, 209 Ib down and 144 Ib up at 28-11-4, and 209 Ib down and 144 Ib up at 30-11-4, and 212 Ib down and 143 Ib up at 32-11-4 on top chord, and 51 Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59 Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib up at 12-0-12, 59 Ib down and 16 Ib up at 14-0-12, 59 Ib down and 18 Ib up at 16-0-12, 59 Ib down and 23 Ib up at 17-8-4, 59 Ib down and 23 Ib up at 18-11-4, 59 Ib down and 20 Ib up at 20-11-4, 59 Ib down and 18 Ib up at 22-11-4, 59 Ib down and 16 Ib up at 24-11-4, 59 Ib down at 26-11-4, 59 Ib dawn at 28-11-4, and 59 Ib down at 30-11-4, and 60 Ib down at 32-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-4=-66, 4-11=-66, 17-23=-14,16-17=-14, 12-15=-14 Concentrated Loads (Ib) Vert: 4=-290 20=-41(B) 17=-39(B) 9=-106 14=-39(B) 26=-144 28=-120 29=-105 30=-105 31=-105 32=-106 33=-106 34=-106 36=-106 37=-121 38=-139 39=-139 40=-145 41=-28(B)42=25(B)43=-40(8)44=-40(6)45=-40(B)46=-40(13)47=-40(B)48=-39(B) 49=39(B)50= -39(B)51= -39(B)52= -40(B)53= -40(B)54= -40(B) A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use city with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design oaramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support o! individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component y1,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L1' eTRUS !CO. INC, • • • • • •••••• • • •••••• • •••••• •••• •••••• •••••• •••• •• •• •••••• A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use city with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design oaramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support o! individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component y1,, Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L1' eTRUS !CO. INC, ob 7 -ss I 12 Z- Truss iTruss Type :1R{i�} Qty Ply & DeGeneauit 0. �1-7 2-9.1 U-0 Plate Offsets ✓;X)1 19,0-4-7.0-D-81, U -Q -4-0.0-11-W. [5:0-1-12.0-1-12j j8:0-2-0.0 AL210 0-9-8,0 7-4L L12 -0-3-0.0-3-C). 1140-4-O.Edgel, 117:0-2-4-0-1-81 112768 1033713 DEFL. A2 `Roof Special 25.0 Plate Grip DOL 1.15 1 1 :Anslow iRoof Snow -25.0) Lumber DOL 1.15 BC 0.98 1 -0.59 13-14 >690 240 •CDL — R0tEC4.Uce (optional I The Truss Co., Eugene, OR 97402 E1CLL 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:04 2019 Page 1 I D:dVXOpumktmTcljNWPIzdRSyg91 i-0316AyOAOMRBTrbmVomx2H RIdGTt9Xg_GheCdOzK6sn 1-3-0 7- 1 12-7-12 17-8-4 �. 23-0-15 28-5-8 34 1-3-0 7-5-1 0 5 4-10-12 5-0-8 5-4-1 1 5-6-8 3x10 = 5x8 = 4x4 = 3x4 II 3x6 = 1.5x4 II 5x6 = Scale - 1:62.3 20 19 -16 17 16 'u 3x4 = 6x8 1.5x4 II 4x6 4x10 = 3x4 II FORULS. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP 3, inti, 2-3=-7641122, 3-4=-2723'E3C, 4-26=-33711786, 26-27=-33711786, 27-28=-33711786, 5-28=-3�i1,786,5-29=-4908/10.3,29-30=-490811083,6-30=4908/1083, 6 -31; --4969/1092,31-32=-4953/1092,32-33=-4953/1092,33-34=-4953/1092, 34-35=-4953/1092, 7-33=-4553/;092, 7-8=-4953/1092, 8-36=-2923/631, 36-37=-29231631, 9-37=-2923/631, 9-38=2923/631, 38-39=-2923/631, 39-40=-2923/631, 10-40=-2923/631, 11-20--2325; 484, 10-11=-22771484 SOT CHORD 2-19=-432/2310, 18-19=-434/2311, 17-1 8=-43412311, 6-14=-564/206, 13-14=-922/4437, 12-13=-92214437 vVEEIS 4-17=-3,5/1486, 5-17==174/442, 14-17=-644/3286, 5-14=-417/1882, 9-12=-835/236, 10-12---05!3437, 8-12=-18131449, 8-14=183/622 NOTES - i) Wind: A;,CE 7-10; Vu t=120roph (3 -second qust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope)'gable erd zone; Cghtil&,er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate y,ip JOL=1.60 2) 101-1 : A9GE 7-10; Pt` -25 0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow losj,- La Ie been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. a) 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. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 20 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, wnsull ANSIrPl1 Quality Criteria, DSB-89 and BCSI1 Building Component i7. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUSSCO. INC. 7 -ss I 12 Z- :1R{i�} 7-�1 5 2-s1 5 A8 0. �1-7 2-9.1 U-0 Plate Offsets ✓;X)1 19,0-4-7.0-D-81, U -Q -4-0.0-11-W. [5:0-1-12.0-1-12j j8:0-2-0.0 AL210 0-9-8,0 7-4L L12 -0-3-0.0-3-C). 1140-4-O.Edgel, 117:0-2-4-0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.99 Vert(LL) -0.45 15 >908 360 MT20 2201195 iRoof Snow -25.0) Lumber DOL 1.15 BC 0.98 Vert(CT) -0.59 13-14 >690 240 •CDL 8.0 Rep Stress Incr YES WB 0.76 Horz(CT) -0.24 2 n/a n/a E1CLL 0.0 Code IRC2015/TP12014 Matrix -MSH Weight: 182 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, T1: 2x4 DF 240OF 2.0E except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 4-10. BOT CHORD 2x4 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: B1: 2x4 DF No.1&Btr, B3: 2x4 DF Stud 10-0-0 oc bracing: 14-16 WEBS 2x4 DF Stud *Except* WEBS 1 Row at midpt 10-20,8-12 W4,W10,W8,W6: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2 2-0-0 be installed during truss erection, in accordance with Stabilizer LkLjjal6­LVgn.auida- REACTIONS. (Ib/size) 2=1551/0-5-8 (min. 0-2-1),20=171110-5-8 (min. 0-1-8) Max Horz 20=164(LC 9) Max Uplift 2=401 (LC 10), 20=484(LC 7) Max Grav 2=1920(LC 26), 20=2325(LC 25) FORULS. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP 3, inti, 2-3=-7641122, 3-4=-2723'E3C, 4-26=-33711786, 26-27=-33711786, 27-28=-33711786, 5-28=-3�i1,786,5-29=-4908/10.3,29-30=-490811083,6-30=4908/1083, 6 -31; --4969/1092,31-32=-4953/1092,32-33=-4953/1092,33-34=-4953/1092, 34-35=-4953/1092, 7-33=-4553/;092, 7-8=-4953/1092, 8-36=-2923/631, 36-37=-29231631, 9-37=-2923/631, 9-38=2923/631, 38-39=-2923/631, 39-40=-2923/631, 10-40=-2923/631, 11-20--2325; 484, 10-11=-22771484 SOT CHORD 2-19=-432/2310, 18-19=-434/2311, 17-1 8=-43412311, 6-14=-564/206, 13-14=-922/4437, 12-13=-92214437 vVEEIS 4-17=-3,5/1486, 5-17==174/442, 14-17=-644/3286, 5-14=-417/1882, 9-12=-835/236, 10-12---05!3437, 8-12=-18131449, 8-14=183/622 NOTES - i) Wind: A;,CE 7-10; Vu t=120roph (3 -second qust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope)'gable erd zone; Cghtil&,er left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate y,ip JOL=1.60 2) 101-1 : A9GE 7-10; Pt` -25 0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow losj,- La Ie been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. a) 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. 7) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing atjoint(s) 20 considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 RENEWS: 12/31120 May 7,2019 ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 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. Applicability of design paramenters and proper incorporation of component Is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, wnsull ANSIrPl1 Quality Criteria, DSB-89 and BCSI1 Building Component i7. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow a DeGanesult 112766824 J1033713 A2 Roof Special 1 1 an The Truss Co., Eugene, OR 97402 8.240 s Dec 8 2018 MiTek Industries, Inc. Fri MeY�3 19:14:04 2019 Page 2 1 D:dVXOpumktmTclj N WPIzdRSyg91 i-0316AyOAOMRBTrbmVomx2HRIdGTt9Xg_GheCdOzK6sn NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 401 Ib uplift at joint 2 and 484 Ib uplift at joint 20. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 93 Ib up at 7-9-0, 115 Ib down and 66 Ib up at 10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 18-11-4, 110 Ib down and 70 Ib up at 20-11-4, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 115 Ib down and 66 Ib up at 26-11-4, 106 Ib down and 46 Ib up at 28-11-4, and 106 Ib down and 46 Ib up at 30-11-4, and 106 Ib down and 46 Ib up at 32-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-10=-66,16-21=-14,15-16=-14,11-14=-14 Concentrated Loads (lb) Vert: 4=-17 8=-2 26=-48 28=-30 29=-2 36=-30 37=-49 38=-96 39=96 40=97 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DSB-89 and BCSI1 Building Component L Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUS ;CO. INC. • • • • • •••••• • • •••••• • •••••• •••• •••••• •••••• •••• •• •• •••••• A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI7 Quality Criteria, DSB-89 and BCSI1 Building Component L Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUS ;CO. INC. Job Truss Truss Type Oty Ply Anslow a DeGeneault [12:0-2-4,0-1-8], [13:0-2-0,0.2.8], [14:0.2.8, Edge], 11770-2-0.0-2-01 112768625 J1033713 A3 California 1 1 -0.25 15 >999 360 MT20 220/195 ('Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.44 13-14 >931 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.95 Lid Rt;[C09Ri�-LQR1i40H0 'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:062019 Page 1 ID:dVXOpumktmTeljN WPl zdRSyg91 i-yR8sbePRY—hui8k8dDoP7i W5z3B6dO4Hj?7JiGzKBsI 3-17-8-4 225-8 2 -1-1 27 12 34- -0 130 4-10.4 4-9-0 0 1 3-8-13 4-0-8 4-10-4 4-6-9 1 6-7-4 5x8 i 3x4 = 5x8 MT18HS 3x5 = 3x4 3x6 = Scale: 3116"=1' 20 19 1O 17 16 " 3x5 = 5x6 3x4 = 3x6 = 4x10 = 3x4 PORCcEb. (Ib) -Max. Comp./Max. Ten. -Ail io ces 250 (lb) or less except when shown. TCO C"C 27 2-3--774/0,'-4=-2833/F91, 4 5=-2498/560, 5-25=2507/616, 6-25=-2507/616, 6-26=-33.,6/744, 26-27=-3356/744, 27-28=-3356/744, 7-28=-3356/744, 7-29=-33801747, 29-30=-3380/747, 30-3T==3380'747, 8-31=-3380/747, 8-9=-33801747, 9-32=-2004/449, 32-33=-2003/448,10-33=-1998.'448, 10-11=-2423/462, 12-20=-1807/328, 11-1.2=-1768,345 ROT CHORD 2-19=40612:30, 18-19=344/2064, 17-18=-344/2064, 7-14=4971184, 13-14=-58513011, 12-13=-2:381481 WEES 4-1C=-42812.0, 5-19=• 97/327, 9-14=-135/535, 9-13=-1429/393, 10-13=-1 311840, ll-15=-4zi2/1890, 14-17=-441/2539, 6-14=-269/1305, 6-17=-14731348, 5-17=-244/918 NOTES - i) ASCE 7-10;,V'il'=1, 0-nph (3-s^c,)rd gv,t) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable e,ld zone; ;antil�ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Trip DOL -1.60 2) TOLL. i.SCE 7-10,,Pf=25.0 ,psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow Ideas nave been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify coF,@R%Qy,flf i2g surface. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. 9 Y 9 Y P P 9 P Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 A theTRUSSCO. INC. 4-0-8. 4-" 0 4 9-54 Plate Offsets (X,Y)— [2:0-3-15,0-1-0], [5:0-2-8,0-1-12], [6:0-2-4,0-1-8], [9:0-1-12,0-1-8], [10:0-2-8,0-2-0], [11:Edge,0-1-12], [12:0-2-4,0-1-8], [13:0-2-0,0.2.8], [14:0.2.8, Edge], 11770-2-0.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 1.00 Vert(LL) -0.25 15 >999 360 MT20 220/195 ('Roof Snow=25.0) Lumber DOL 1.15 BC 0.80 Vert(CT) -0.44 13-14 >931 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.95 Horz(CT) -0.14 2 n/a n/a BCLL BCDL 0.0 * Code IRC2015/TP12014 Matrix -MSH Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins, T4: 2x4 DF 240OF 2.0E except end verticals, and 2-0-0 oc purlins (3-0-13 max.): 5-10. HOT CHORD 2x4 OF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: B3: 2x4 DF Stud 10-0-0 oc bracing: 14-16 WEBS 2x4 DF Stud WEBS 1 Row at midpt 9-13 SLIDER Left 2x6 DF No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer I stallation uide. REACTIONS. (Ib/size) 2=1558/0-5-8 (min. 0-2-3), 20=1483/0-5-8 (min. 0-1-8) Max Horz 20=164(LC 9) Max Uplift 2=-362(LC 10), 20=328(LC 11) Max Grav 2=2040(LC 29), 20=1807(LC 29) PORCcEb. (Ib) -Max. Comp./Max. Ten. -Ail io ces 250 (lb) or less except when shown. TCO C"C 27 2-3--774/0,'-4=-2833/F91, 4 5=-2498/560, 5-25=2507/616, 6-25=-2507/616, 6-26=-33.,6/744, 26-27=-3356/744, 27-28=-3356/744, 7-28=-3356/744, 7-29=-33801747, 29-30=-3380/747, 30-3T==3380'747, 8-31=-3380/747, 8-9=-33801747, 9-32=-2004/449, 32-33=-2003/448,10-33=-1998.'448, 10-11=-2423/462, 12-20=-1807/328, 11-1.2=-1768,345 ROT CHORD 2-19=40612:30, 18-19=344/2064, 17-18=-344/2064, 7-14=4971184, 13-14=-58513011, 12-13=-2:381481 WEES 4-1C=-42812.0, 5-19=• 97/327, 9-14=-135/535, 9-13=-1429/393, 10-13=-1 311840, ll-15=-4zi2/1890, 14-17=-441/2539, 6-14=-269/1305, 6-17=-14731348, 5-17=-244/918 NOTES - i) ASCE 7-10;,V'il'=1, 0-nph (3-s^c,)rd gv,t) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable e,ld zone; ;antil�ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate Trip DOL -1.60 2) TOLL. i.SCE 7-10,,Pf=25.0 ,psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow Ideas nave been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) 20 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify coF,@R%Qy,flf i2g surface. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. 9 Y 9 Y P P 9 P Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 A theTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow & DeGeneault 112768625 J1033713 A3 California 1 1 Jnh Retarence fQ hn vna� The Truss Co., Eugene, OR 97402 6240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:06 2019 Page 2 I D:dVXOpu mktmTcljN WPlzdRSyg91 i-yR8sbePRY_h ui8k8dDoP7iW5z3B6dO4Hj?7JiGzK6sl NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 362 Ib uplift at joint 2 and 328 Ib uplift at joint 20. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 123 Ib down and 95 Ib up at 9-9-0, 124 Ib down and 66 Ib up at 12-0-12, 117 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 18-11-4, 110 Ib down and 70 Ib up at 20-11-4, and 117 Ib down and 70 Ib up at 22-11-4, and 124 Ib down and 66 Ib up at 24-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=66, 5-10=-66, 10-11=-66, 16-21=-14, 15-16=-14,12-14=-14 Concentrated Loads (lb) Vert: 5=-24 25=-57 26=-47 28=-7 31=7 32=-47 33=-57 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing ofthe overall structure Is the responsibility of the building designer. For general guidance regarding 4A fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t7,, �eTRUSSCO. INC. • r •••••• •••• WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility of the erector. Additional permanent bracing ofthe overall structure Is the responsibility of the building designer. For general guidance regarding 4A fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t7,, �eTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow& DeGeneault TC 0.94 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 TCDL 11 27J58626 31033713 A4 California 1 1 all The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:08 2019 Page 1 I D:dVXOpumktmTclj N WPlzdRSyg91 i-ugGd?KRh3bxcxSuXkertD7bSUbcQ5MVaBJcQm9zK6sj 7-510 7 5 13-9-14 20-11-7 21A 2 2552 29-10-6 7-510 0 1 6-041 7-1-9 l 4-2-15 4-4-4 Scale = 1:57.1 5x8 MIT18HS = 5x8 MT18HS 3x4 = 5x5 13 12 11 " 3x4 I I 4x8 = 3x4 II LOADING (psf)SPACING- 2-0-0 CSI. VCLL 25.0 Plate Grip DOL 1.15 TC 0.94 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.56 TCDL 8.0 * Rep Stress Incr YES WB 0.64 BCLL 0.0 Code IRC2015/TP12014 Matrix -MSH BCDL 70 LUMBER - TOP CHORD 2x4 DF 240OF 2.0E *Except* T2: 2x4 DF No.1&Btr, T3: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 *Except* 82: 2x4 DF Stud WEBS 2x4 DF Stud *Except* W5,W6,W1,W2: 2x4 DF No.2 REACTIONS. (Ib/size) 13=1361/0-3-14 (min. 0-1-13),14=1330/0-5-8 (min. 0-1-8) Max Horz 14=-182(LC 6) Max Uplift 13=-288(LC 10), 14=-264(LC 11) Max Grav 13=1713(LC 28), 14=1707(LC 28) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.13 8-9 >999 360 MT20 220/195 Vert(CT) -0.21 8-9 >999 240 MT18HS 220/195 Horz(CT) -0.10 13 n/a n/a Weight: 174 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 2-4. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: 10-0-0 oc bracing: 9-11 WEBS 1 Row at midpt 3-8,5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP Crit 10 1-2=-1725/329, 2-15=-2,53,5 3, 15-16=-2136/513, 16-17=-2136/513, 3-17=-2136/513, 3-1a=-1687/?83, 18-19=-168F/383, 19-20=-1684/383, 20-21=-1683/382, 21-22=-1683/382, 4-22=-16.3:/382, 4-5=-2073/404, 5-23=-353/282, 6-23=-439/264, 1-13=-1661/313, 7-14=1707/264,6-7==30/15(' OCT CH x70 3-9=-483/209, 9-24=-457/2164, 9-24=-458/2163, 7-B=-376/1751 VI/LBS 2-12=-688/2(,3, 9-12=-221/1295, 2-9=-316/1293, 3-8=-806/269, 4-8=-66/496, 5-8-290/301, 1-12=-235/1299, 5-7=-2074/358 NOTSi- 1) Wind: ASCE 7-10; V 11,= Omph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; :amilPver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL. -1.60 2) TRt L' ASCE 7-10;-P!=25.0 nsf (flat roof Pnow), Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads ha%a been c.)nsidLred for this design. 4) Nrovice adequate drainage to prevent water ponding. 5) A" Flocs are MT2C plants u iless otherwise indicated. 6) This truss has been desigl ied 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, with BCDL = 7.Opsf. o) Bearing atjoint(s) 14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 Ib uplift at joint 13 and 264 Ib uplift at joint 14. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based on upon parameters shown and for an individual building component. g Y 9 N P P � 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualdy control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 O'Onofrio Drive, Madison, WI 53719. RENEVVS:12/31/20 May 7,2019 A theTRUS ;CC. INC. Job Truss — Truss Type Qty Ply Anslow & DeGeneault J 1033713 A4 California 1 1 1127fiBfi2fi Jl�b�gference (pp;j_ortall The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:08 2019 Pa� ge 2 I D:dVXOpumktmTclj NWPlzdRSyg91 i-ugGd?KRh3bxcxSuXkertD7bSUtxQ5MVa BJcQm9zK6sj NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 139 Ib down and 95 Ib up at 7-7-6, 130 Ib down and 66 Ib up at 9-11-2, 132 Ib down and 70 Ib up at 11-11-2, 110 Ib down and 70 Ib up at 13-11-2, 110 Ib down and 70 Ib up at 14-9-10, and 132 Ib down and 70 Ib up at 16-9-10, and 130 Ib down and 66 Ib up at 18-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plt) Vert: 1-2=-66, 2-4=-66, 4-6=-66, 11-13=-14, 10-11=-14, 7-9=-14 Concentrated Loads (lb) Vert: 2=-40 15=-64 17=-62 18=-15 19=-15 20=-62 22=-64 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mi -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabillty of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPIII Quality Criteria, DSB-89 and BCSI1 Building Component a.7.. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I.IIGTRUS :CO. INC. eggs ••••• • • egg• • • • • • •••••• ••goes •• • •• :*Goes 00*0 gso. ••gee• ••g• •g • • • • 00.00• ••e•e• eggs •• •e gee••• 0 00 •• 0.:..0 eggs WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mi -Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabillty of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPIII Quality Criteria, DSB-89 and BCSI1 Building Component a.7.. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. I.IIGTRUS :CO. INC. Job Truss Truss Type Qty Ply Anslow & DeGeneault 248-2 5 2-t 5 2q_;j,j,� 5 4 e 1 Plate Offsets (X,Y)-- [2:0-1-4,0-1-12], [3:0-2-8.0-1-12],15:0-2-8,0-1-12], 112768627 11033713 A5 California 1 1 W3,W4,W6,W7: 2x4 DF No.2 6-0-0 oc bracing: 11-13 Jot -lions// The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:10 2019 Pagge 1 ID:dVXOpumktmTcljNWPIzdRSyg91 i-gDONQ?SxbCBKBm2ws2tLlYgsehckZHKtec5W2zK6sh 4.9- 9- 248-2 29-10.fi 4-9-7 3 0 1 4-0.9 5-1-9 0. 1 5-2-15 5-4-4 3x4 Scale = 1:59.5 5x8 i- 3x4 11 5x8 4x4 = 3x10 = 3.4 II LUMBER- 9-�10 10� �3$-8 t3 -9r14 4 4-2-12 0 8 19-3-2 5S d i 248-2 5 2-t 5 2q_;j,j,� 5 4 e 1 Plate Offsets (X,Y)-- [2:0-1-4,0-1-12], [3:0-2-8.0-1-12],15:0-2-8,0-1-12], [6:0-1-12,0-1-8], [7:0-2-0,0-1-8], [8:0-1-8,0-1-B], 19:0-1-12.0-1-12],111:0-2-8,0-2-12], [14:0-2-8,0-1-8], 2x4 DF Stud *Except* BOT CHORD 115:0-1-12.0-2-0] W3,W4,W6,W7: 2x4 DF No.2 6-0-0 oc bracing: 11-13 LOADING (psf) WEBS 1 Row at midpt 3-14,2-15 MiTek recommends that Stabilizers and required cross bracing '_CLL CLL 25.0 be installed during truss erection, in accordance with Stabilizer SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP Roof Snow=25.0) Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.18 14-15 >999 360 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.63 Vert(CT) -0.31 14-15 >999 240 TCP CI'C47 2-3=-11403/321, 3-18=-1915/349, 4-18=-1915/389, 4-19=-1929/392, 19-20=-1929/392, Rep Stress Incr YES WB 0.62 Horz(CT) -0.10 15 n/a n/a BC LL 0.0 BCDL 7.0 Code IRC2015rrP12014 Matrix -MSH 15-23=-201/1305, 23-24=-201/`305, 14-24=201/1305, 4-11=-650/205, 11-25=-272/1751, Weight: 191 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-11 oc purlins, BOT CHORD 2x4 DF No.2 except end verticals, and 2-0-0 oc purlins (3-8-13 max.): 3-5. :NEBS 2x4 DF Stud *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Except: W3,W4,W6,W7: 2x4 DF No.2 6-0-0 oc bracing: 11-13 WEBS 1 Row at midpt 3-14,2-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer lnstallatmQQ REACTIONS. (Ib/size) 15=1405/0-3-14 (min. 0-2-0),16=1356/0-5-8 (min. 0-1-8) Max Horz 16=-207(LC 6) Max Uplift 15=-248(LC 10), 16=-236(LC 11) Max Grav 15=1865(LC 28), 16=1838(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -Ail crces 250 (lb) or less except when shown. TCP CI'C47 2-3=-11403/321, 3-18=-1915/349, 4-18=-1915/389, 4-19=-1929/392, 19-20=-1929/392, 20-21=-1JL9/392, 5-21 =-1 9291392, 5-6=-2174/371, 6-22=-21671345, 7-22=-2441/330, 8-16=-1838/236, 7-8=-1 A92126h ECT Cl:=D 15-23=-201/1305, 23-24=-201/`305, 14-24=201/1305, 4-11=-650/205, 11-25=-272/1751, 10-25=-272/• 751, 9-10=-318/1993, 8-9=-411/432 WEBS 2-14=-116/300, 3-14=-518/212, 11-14=-15411465, 3-11=232/952, 5-11=184/479, 5-10=-70/419, 6-10=-43 i/197, 6-9=-308/97, 2-15=-2006/298, 7-9=-203/1855 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3-s=cono gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS envelope),gable end zone; cr,r.JIever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate 3^.F COL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snjw); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanred snow loads ha,re been consideree for this design. 4) P.cAJc adequate draincge'0 prevent water ponding. 5) This truss has been dts gi led 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, with BCDL = 7.Opsf. 7) Bearing at joint(s) 16 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 248 Ib uplift at joint 15 and 236 Ib uplift at joint 16. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSM9 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 'A theTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow & DeGeneault 112768627 J1033713 A5 Califomia 1 1 lSt17..Fi4�ePEAt&.LOpji�nah The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:10 2019 Page 2 ID:dVXOpumktmTcljNWPIzdRSyg91 i-gDONQ?SxbCBKBm2ws2tLlYgsehckZHKtec5Wr2zK6sh NOTES - 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 203 Ib down and 95 Ib up at 9-7-6, 136 Ib down and 66 Ib up at 11-11-2, 144 Ib down and 70 lb up at 13-11-2, and 144 Ib down and 70 Ib up at 14-9-10, and 136 Ib down and 66 Ib up at 16-9-10 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-5=-66, 5-7=-66.13-15=-14,12-13=-14, 8-11=-14 Concentrated Loads (lb) Vert: 3=-104 18=70 19=-74 20=-74 21=-70 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Criteria, DSE-89 and BOSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSCO. INC. ♦ ♦ •l \ ♦ • l \ • . l ♦ tel, l: (1� , c t WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTP11 Quality Criteria, DSE-89 and BOSH Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, theTRUSSCO. INC. JOb Truss -] Truss Type Qty Ply Anslow & DeGeneault 25.0 Plate Grip DOL 1.15 112768829 I 1033713 A7 California 1 1 Joh Reference [ootlOnell The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:20 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyg91 i-YB?9XQaDFHSvOlprR92hif5WCjwYvovLxAW2BSzK6sX 14-11-7 F13-5-10 13"J- tt 32106 6-9.7 6-8-304-410-9- 1 5-10-11 9-• 411-1 1-10-6 4-1-10 - 5x8 MT18HS 1*2 Scale = 1:78.1 5x8 MT18HS F" 17 16 21 15 14 13 tZ L6 11 10 3x4 I 4x4 = 3x6 = 3x6 = 3x4 = 1.5x4 I 5x8 I I 3x4 = 3x8 = • J�ikII.'1SiiU1•fi6�cb]�i6iC.�PkSrb'�i•I:II:bF�tcYdiPS LOADING (psf) SPACING- 2-0-0 TCLL 25.0 Plate Grip DOL 1.15 (Roof Snow=25.0) Lumber DOL 1.15 CDL 8.0 Rep Stress Incr YES 3CLL BCDL 0.0 70 Code IRC2015/TPI2014 LUMBER - Weight: 211 Ib FT = 20% TOP CHORD 2x4 DF No.2 *Except` T2,T4: 2x4 DF No.1&Btr Structural wood sheathing directly applied or 2-1-8 oc purlins, SOT CHORD 2x4 DF No.2 *Except* except end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-5. B3: 2x4 DF No. 1&Btr Rigid ceiling directly applied or 10-0-0 oc bracing, Except: VVEBS 2x4 DF Stud 'Except' 2-2-0 oc bracing: 9-10. W4,W5,W6,W7,W8: 2x4 DF No.2 1 Row at mid pt 3-15, 4-13, 6-13 SLIDER Right 2x4 DF No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.89 Vert(LL) -0.18 10-11 >999 360 MT20 220/195 BC 0.98 Vert(CT) -0.26 10-11 >999 240 MT18HS 220/195 WB 0.61 Horz(CT) 0.09 9 n/a n/a Matrix -MSH Weight: 211 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-8 oc purlins, except end verticals, and 2-0-0 oc purlins (4-4-7 max.): 4-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 9-10. WEBS 1 Row at mid pt 3-15, 4-13, 6-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer )n guide. REACTIONS. (Ib/size) 17=1400/0-3-14 (min. 0-2-4), 9=1374/0-5-8 (min. 0-2-0) Max Horz 17=-252(LC 45) Max Uplift 17=-176(LC 10), 9=-194(LC 11) Max Grav 17=2082(LC 28), 9=1902(LC 28) FOKdES- (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOR C�-14C.Mv 1-22=-2152/175, 2-22=2@1@kil84, 2-3=-1825/202, 3-23=-2059/258, 4-23=-1837/287, 4-5=211�2` 2al, 5-24=s1971/27-?, 24-25=2055/248, 6-25=-2096/248, 6-26=-2676/295, 7 -2s= -28f.81266, 7-8=-2994/310, 8-9=-727/93, 1-17=-2036/198 BOO CHORD 16-27=-162/1738, 15-2-='1t3'/'r738, 14-15=-65/1605, 13-14=-65/1605, 12-13=-101/2311, -11 12-28=-10112311,11-28=-10112311, 10-11=-217/2508,9-10=-217/2509 WLBS 3-16'=649/1 i1, 3-15=-310/160, 4-15=79/299, 4-13=-263/253, 5-13=-120/683, 6-13=99'5/2,16,1-16=-11411835,6-11=0/311 4 4 NOTES- 1) Wind: ASCE 7-10; V li =1ZOmph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; AM*RS (envelope) gable end zone; ci,r(ri(pvel left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 ❑ n 2) T(',I, , ASCE 7-10; F;f=25Ao»sf (flat roqf Snow),: Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads hay- s been cnnsid-red for this design. 4)'PibOiu6'ddequatedr,aipageto prevent d✓ater•06nding. 5) All,alaters are MT20 plates wless otherwise indicated. 6) This truss has been 4ies'igt.ed 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, with BCDL = 7.Opsf. 8) Provide mechanical connection (by others) Of truss to bearing plate capable of withstanding 176 Ib uplift at joint 17 and 194 Ib uplift at joint 9. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 206 Ib down and 83 Ib up at 13-8-14 on top chord. The design/selection of such connection device(s) is the responsibility of others. ® WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrP11 Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 106 kis OREGON 7!16182 P RENEWS: 12131/20 May 7,2019 'A theTRUSSCO. INC. Job Truss Truss TypeQty Ply Anslow8 DeGeneault JW 24-11-4 TOP CHORD 112768637 J1033713 A9 California 7 1 The Truss Co., Eugene, OR 97402 BOT CHORD 8.240 s Dec 6 2018 MiTek Industries, Inc. Fd % 3 19:14:22 2019 Page 1 ID:dVXOpumktmTclj NWPIzdRSyg91 i-UW6vx6cTmuiddczDZa59n4AgL WkBNJTePU79GLzK6sV [6:Q-2-4.0-1-]2), 43-4 11-5-8 18.0.12 1 24-6-8 24-1 -4 28-10.0 32-10-8 6••••• 4-0.4 7-2-4 6-7-4 0- 2 6-1-0 0 2 3-10-12 4-0.8 SLIDER Left 2x4 DF Stud 2-0-0 •• 4x5 1, Scale =1:72.0 • • • 5xB 1.5x4 3x8 = iZ 11 Zo zr 10 16 15 24 14 13 3X - 3x6 i 1 3x6 = LUMBER- 1 4-3-4 1 4-3-4 9-1-0 i 11-5-8 18-0.12 JW 24-11-4 TOP CHORD 32-10-8 711-4 4-312 2-4-8 6-74 0-5� 6-5-4 BOT CHORD Plate Offsets IX Y3- ,(.9'❑-3-15.0-0-B1,.J3_¢1-12.0-1-B1^(5[0-1-12.0-1-$]. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. [6:Q-2-4.0-1-]2), 2x4 DF No.2 *Except* - - 6••••• W3,W10,W1: 2x4 DF Stud • • MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud 2-0-0 •• be installed during truss erection, in accordance with Stabilizer • • • LOADING (psf) SPACING- 2-0-0 CSI. • • DEFL. In (loc) I/deft Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.97 Max Grav All reactions 250 Ib or less at joint(s) 1, 1 except 15=682(LC 36), Vert(LL) -0.13 10-11 >999 360 MT20 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.19 10-11 >928 240 TCDL 8.0 Rep Stress Incr YES WB 0.55 Horz(CT) -0.01 10 n/a n/a BCD 0.0 ' Code IRC2015frP12014 Matrix -MSH Weight 214 Ib FT=20°k BCDL LUMBER- BRACING - sees TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals, and T3: 2x4 DF No.1&Btr • • • 2-0-0 oc purlins (6-0-0 max.): 6-7. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS 1 Row at midpt 5-13, 6-13, 7-13, 7-11, B-11, 8-10 6••••• W3,W10,W1: 2x4 DF Stud • • MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF Stud 2-0-0 •• be installed during truss erection, in accordance with Stabilizer • • • I nstallation_guide. REACTIONS. All bearings 18-6-0 except Qt=length) 10=Mechanical. 0960 • • (lb) - Max Horz 1=296(LC 9) 0000 Max Uplift All uplift 100 lb or less at joint(s) 1, 15, 13, 10, 16 Max Grav All reactions 250 Ib or less at joint(s) 1, 1 except 15=682(LC 36), 13=1166(LC 2B), 13=963(LC 1), 10=772(LC 38), 16=691(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-21=-319!70, 7-8=4081106 BOT CHORD 13-25=-641264,12-25=-641264,11-12=-641264 WEBS 5-15=-5981115, 5-13=-258/131, 6-13=-488/133, 7-13=-507/64, 7-11=-39/384, 3-1 6=-6101131. 8-10=-574/69 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 15, 13, 10, 16, 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard WARNING - Verify d..19. parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based on upon parameters shown and is for an individual building component. 9 Y 9 nt P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consuh ANSIITPH Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. 0.0006 • • •• 0 RENEWS: 12131/20 May 7,2019 A theTRUSSCO. INC. *sees sees ••00• • • 0100 • • • • • sees•• • • • • • 04,000 • 00 • 6••••• • • • • 09.900 •• • • • 9069•• • • • 0960 • • 0000 0.0006 • • •• 0 RENEWS: 12131/20 May 7,2019 A theTRUSSCO. INC. fob Truss Truss Type Qty Ply Anslow, & DeGeneault Plate Grip DOL 1.15 TC 0.73 (Roof Snaw=25.0) Lumber DOL 1.15 112768632 1033713 B01GR ROOF SPECIAL GIRDER 1 2 Code IRC2015ITP12014 Matrix -MSH BCDL 7.0 ��i3trferenl�TQrbunan The Truss Co., Eugene, OR 97402 8.240 s Dec 5 2018 MiTek Industries, Inc. Fri May 3 19:14:26 2019 Page 1 ID:dVXOpumktmTcljNWPlzdRSyg9li-MIMQnUfzg7C36DG OQ95xwLa5737JVpEK6zNP6zK6sR 1-3-0 , 5-7-4 10-9.75 16-0-10 21-3-6 26-fr1 31-1 1 a 1-3-0 5-7-4 5-2-11 5-2-11 5-2-17 5-2-11 5-4-7 6x10 = 3X4 = Scale = 1:56.7 1.5x4 11 3x6 = 3x4 = 3x4 = 4x4 = �o �0 17" �o oa 16 yv yi i. 14 io — 12 11 10 6X6 —_ 2x4 11 3x4 = 4x6 = 4x6 = 3x4 = 4x4 = 3x5 II 3x8 = Plate Offsets IX.YI— j2.0-0-0.0-2- 1,3.0 -4 -8.0 -0 -X8,_0 -1-12,89:0-1-i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.73 (Roof Snaw=25.0) Lumber DOL 1.15 BC 0.59 _!CDL 8.0 Rep Stress Incr NO WB 0.65 BCLL 0.0 Code IRC2015ITP12014 Matrix -MSH BCDL 7.0 DEFL. in (loc) I/dell L/d PLATES GRIP Vert(LL) -0.19 14 >999 360 MT20 220/195 Vert(CT) -0.29 14 >999 240 Horz(CT) 0.05 10 n/a n/a Weight: 388 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud BOT CHORD SLIDER Left 2x6 DF No.2 6-3-3 REACTIONS. (Ib/size) 10=2509/0-4-8 (min. 0-1-8), 2=2450/0-5-8 (min. 0-1-8) Max Horz 2=123(LC 42) Max Uplift 10=-1060(LC 10), 2=-827(LC 10) Max Grav 10=2610(LC 53), 2=2748(LC 26) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4039/1389, 3-22=5197/1993, 22-23=-519011991, 23-24=-5189/1991, 4-24=-5184/1989, 4-25=-5739/2313, 25-26=-5739/2313, 5-26=-573912313, 5-27=-5739/2313, 27-28=-5739/2313, 6-28=-5739/2313, 6-29=-5739/2313, 7-29=-5739/2313, 7-30=-516512156, 30-31=-5165/2156, 8-31=-5165/2156, 8-32=-329011364, 32-3.,=4>2z)0/1 364, 33-34=-329011364, 9-34=-329011364, 9 -10= -?5001'058 BOT C1:ORD 2 -Z3= -122j/3402, 35-36=-1226/3402, 17-36=-1226/3402, 17-37=-123313406, 37-38=-1233/3406, 38-39=-12'3/3406, 16-39=-1233/3406, 1640=1 98115190, 40-41=-1981/5190, 15-41=-1961/5190, 14-15=-1981/5190, 13-14=2146/5178, 13-4�=-2146/5178, 12-42=-2146/5178, 12-43=-1354/3287, 43-44=1354/3287, 11-44=-1354'3287 1NJC£ 9 -11= -1589/3901,3 -16=-93212349,8-11=-20181919,4-16=-1036/543,8-12=-95812325, 4-1 "=-410/7'6, 7-12= 1097.'525, 5-14=-644/350, 7-14=-198/720 Structural wood sheathing directly applied or 6-7-3 oc purlins, except end verticals, and 2-0-0 oc purlins (5.3-11 max.): 3-9. Rigid ceiling directly applied or 10-0-0 oc bracing. N(,1 ES - 1) 2 -ply truE.3 to be connected together witn 10d (0.131 "x3") nails as follows: Top chords connected as fo-lows: 2xA - 1 rev• nt 0-9-0 oc. Bottom chords connected a: follows: 2x6 - 2 rows staggered at 0-9-0 oc. haus connected as follows, 2x4 - 1 row at 0-9-0 oc. 2) All Ird' are consic'erecl 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 teen provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered forthis design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BC511 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31120 May 7,2019 theTRUSSCO. INC. Job Truss1R.- ss Type Qty 172 Anslow 8 DeGeneaull 112768632 J1033713 B01GR F SPECIAL GIRDER 1 Job ptlo(lajl The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:27 2019 Page 2 1 D:dVXOpumktmTclj N WPlzdRSyg91 i-gUwo?pfcbRKwjNrBL7hKU8ulrXP M2y3NYmiwxZzK6sQ NOTES - 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=1060, 2=827. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 365 Ib down and 260 Ib up at 5-8-10, 210 Ib down and 136 Ib up at 8-0-12, 190 Ib down and 142 Ib up at 10-0-12,187 Ib down and 144 Ib up at 12-0-12,187 Ib down and 146 Ib up at 14-0-12, 187 Ib down and 147 Ib up at 16-0-12, 188 Ib down and 149 Ib up at 18-0-12, 188 Ib down and 150 Ib up at 20-0-12, 189 Ib down and 152 Ib up at 21-6-0, 188 Ib down and 150 Ib up at 22-11-4,188 Ib down and 149 Ib up at 24-11-4, 187 Ib down and 147 Ib up at 26-11-4, and 187 Ib down and 146 Ib up at 28-11-4, and 189 Ib down and 143 Ib up at 30-11-4 on top chord, and 51 Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59 Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib up at 12-0-12, 59 Ib dawn and 16 Ib up at 14-0-12, 59 Ib down and 18 Ib up at 16-0-12, 59 Ib down and 20 Ib up at 18-0-12, 59 Ib down and 22 Ib up at 20-0-12, 59 Ib down and 23 Ib up at 21-6-0, 59 Ib down and 22 Ib up at 22-11-4, 59 Ib down and 20 Ib up at 24-11-4, 59 Ib down and 18 Ib up at 26-11-4, and 59 Ib dawn and 16 Ib up at 28-11-4, and 63 Ib down and 14 Ib up at 30-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-66, 3-9=-66,10-18=-14 Concentrated Loads (lb) Vert: 3=-290 13=40(F) 12=-40(F) 14=-40(F) 7=-105 5=-105 22=-144 24=-120 25=-105 26=-105 27=-105 29=-105 30=105 31=-105 32=-105 33=-105 34=-119 35=28(F) 36=-25(F) 37=-40(F) 38=-41(F) 39=-40(F) 40=-40(F) 41=40(F) 42=-40(F) 43=-40(F) 44=-40(F) 45=-40(F) 46=-40(F) 47=-42(F) ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, OSB -89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t] CO. INC. 0000• •••• • • • • 0000 0000• • • • • • 0000•• 0000•• •• • • 0000•• 0000•• •• • • • 0000•• 0000 0000•• 0000 • • • •••••r •0000• •••• •• •O 000000 •• • • • • • 00000000 t] CO. INC. Job Truss Truss Type Qty Ply Anslow & DeGeneault "1033713 B02 Roof Special 1 1 112768633 Rk..f3.EfEf.�app .{ORtional} The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:28 2019 Page 1 I D:dVXOpumktmTclj N WPlzdRSyg91 i-JgUBCggEMkSnLXQNvgCZOLQvOxhunPvWnQSTU?zK6sP 1-3-0 7-7.413-7-10 19-8-0 25-8-6 31-10-8 1-3-0 7-7-4 6-0-6 6-0.8 6-0-6 - 6.2-2 Scale = 1:56.7 5x8 MT16HS = 3x4 = 1.5x4 II 3x6 = 3x5 = 4x5 = 6x8 11 16 15 ,, '_ 12 11 10 1.5x4 II 44 = 3x5 = 4x6 = 3x8 = 4x5 = 7-7,4 _1371Q LOADING (psf) CLL 25.0 Roof Snow=25.0) i'CDL 8.0 SCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 CSI. TC 0.81 BC 0.89 WB 0.68 Matrix -MSH LUMBER- I'OP CHORD 2x4 DF 240OF 2.0E *Except* T2: 2x4 OF No.1&Btr, T3: 2x4 DF No.2 BOT CHORD 2x4 DF No.1 &Btr *Except* B2: 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W8,W2,W6,W4: 2x4 DF No.2 SLIDER Left 2x6 DF No.2 2-0-0 REACTIONS. (Ib/size) 10=1324/0-4-8 (min. 0-2-2),2=1420/0-5-8 (min. 0-1-15) Max Horz 2=161(LC 9) Max Uplift 10=-438(LC 10), 2=374(1_13 10) Max Grav 10=1985(LC 25), 2=1798(LC 26) 3x4 11 DEFL. in (]cc) I/deft L/d PLATES GRIP Vert(LL) -0.24 15-16 >999 360 MT20 220/195 Vert(CT) -0.32 15-16 >999 240 MT18HS 220/195 Horz(CT) 0.08 10 n/a n1a Weight: 165 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-10 cc purlins, except end verticals, and 2-0-0 cc purlins (2-9-1 max.): 4-9. BOT CHORD Rigid ceiling directly applied or 7-5-13 cc bracing. WEBS 1 Row at midpt 9-10 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP ;F,(GF D 2-3=-707/131, 3-4=2479/586, 4-22=-3128/740, 22-23=-31281740, 23-24=-3128/740, 5 -24= -3128/740,5 -25=-3J,2,731,25-26=3072/731,26-27=-3072/731,6-27=-3072/731, 6-28=-1072/731, 28-29--307°/731, 29-30=-3072/731, 7-30=-3072/731, 7-31=-3072/731, 8-:1=-3137=1731, 8-32=-2086/501, 32-33=2086/501, 33-34=-2086/501, 9-34=-2086/501, 9-10=-1943/460 BnT_r.HOPO 2 -16= -51012102,15 -16=-512/2:02,14-15=-716/3128,13-14=-716/3128,12-13=-716/3128, 11-12=-485,2086 :NEbS 9-11=-583/2F29, 4-15=339/1326, 8-11=-1552/419, 5-15=-727/249, 8-12=-294/1261, 6-12=-665/227 NOTES - 1) And: ASCE 7-10; Vult=120mph (3-s^cond gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS 'envelope) gable end zone; caadlever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DCI=1.60 2) i CLL: ASCE 7-10; Pf=25.0 psf (flat rcof sn-)w); Category II; Exp B; Partially Exp.; Ct=1.10 3) J,.balai,cacl snow loads have been considered for this design. 4) i his tnu^s has bee des'3ne d for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other uve loads. 5) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) *This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 10=438,2=374. f 0) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPl1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUS :CO. INC. 1033713 B02 �RoofSpects The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:292019 Page 2 I D:dVXOpumktmTclj N WPlzdRSyg91 i -ns 1 ZQVhs72bezh?ZTYjo77747L17 Ws9g04B 10RzK6sO NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 94 Ib down and 93 Ib up at 7-9-0, 115 Ib down and 66 Ib up at 10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 20-0-12, 110 Ib down and 70 Ib up at 21-6-0, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 110 Ib down and 70 Ib up at 26-11-4, and 110 Ib down and 70 Ib up at 28-11-4, and 106 Ib down and 72 Ib up at 30-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=66, 4-9=-66, 10-17=-14 Concentrated Loads (Ib) Vert: 4=-17 22=-48 24=-30 25=2 33=2 34=-24 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. iNc. 4040••• 4040•• • • 4040•• 4040••• • • • • • 4040•••• 4040 • • • 4040•••• • 4040 • 4040•••• 4040•••• • 4040 • • • 4040•••• • • 4040•• • • 4040 • • • •0 as 4040•••• 4040•• 4040•• • • • 4040 • ••••6• •404,006 0066 •• •• 60640640 4040 • • • • • •4040• WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillily, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIRPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSco. iNc. .hob Truss Truss Type Qty PlyAnslow & DeGeneault 3x6 3x8 = 3x6 = 4x5 = 3x5 II 9-7-4 112768634 k'I 033713 603 Roof Special 1 1 11:0-2-0,0-1-1 7-54 _ LOADING (psf) SPACING- 2-0-0 .lO.13@iCt@f1wtVA.Imaill The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:30 2019 Page 1 I D:dVXOpu mktmTcljNVVPlzdRSyg91 i-F3bxdriUu MjUagam 1 FE16mVBGIP7FEgpEkxaYtzK6sN 1 3 0. A-10-4 9-7-4 16-11-12 24-4-4 31-10-8 11-30 4-1D-4 4-10 7-4-8 7-4-8 7-6-4 5x8 MT18HS = 1.5x4 II 3x6 = 3x4 = Scale = 1:56.5 4x6 = 15 "` '" 13 — 11 "" 10 5x8 11 3x4 = 3x6 3x8 = 3x6 = 4x5 = 3x5 II 9-7-4 t6-11-12 i—_ Z44 31_T0.8 7_-5 74-B �c2�dISS�fISEtS iX.Y1=�2'0-3-15.0-1 �];f5:0-4-0.0-1-8i.i9:0-2-120 1-12j�[10[Edt)Q,0-3- 11:0-2-0,0-1-1 7-54 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.17 13-15 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.71 Vert(CT) -0.24 13-15 >999 240 MT18HS 220/195 TCDL 8.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.06 10 n/a n1a SCLL 0.0 RCni 7-0 Code IRC20151TPI2014 Matrix -MSH Weight: 171 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, T2: 2x4 DF 240OF 2.OE, T3: 2x4 DF No.1&Btr except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 8-9-11 oc bracing. WEBS 2x4 DF No.2 *Except* WEBS 1 Row at midpt 9-10 W1,W2,W6,W4: 2x4 DF StudMiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x6 DF No.2 2-0-0 be installed during truss erection, in accordance with Stabilizer Installaticn uide. REACTIONS. (Ib/size) 10=1419/0-4-8 (min. 0-2-1), 2=1441/0-5-8 (min. 0-2-0) Max Harz 2=198(LC 9) Max Uplift 10=-431(LC 10), 2=-355(LC 10) Max Grav 10=1935(LC 25), 2=1895(LC 26) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-733/0, 3-20=-25791551, 4-20=-2549/567, 4-5=-22411547, 5-21=-25131633, 21-22=-2513/633, 22-23=-2513/633, 23-24=-2513/633, 6-24=-2513/633, 6-25=25131633, 25-26=-2513/633, 7-26=-25131533, 7-27=-2513/633, 8-27=-25131633, 8-28=1905/484, 28 29--190FI484, 29-3,=-1SJ5/484, 30-31=-1905/484, 9-31=-1905/484, 9-10=1885/458 BnT CI :ORD 2 -1:i= -4b9,2117, 15-32=-47211909, 14-32=-472/1909, 13-14=-472/1909, 12-13=-45911905, 12-33=-459/1905, 11-33=-459.'1905 VV173F 4-15=-4261228, 5-15=-611411, 8-11=-552/2408, 5-13=-2441813,8-11=-1411/415, 6-13_-A?712-4,8-13=-192/782 NO'. E3- 1) N'rd: PSCE 7-10;cVuIt=12C,mph (3 -stem: gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gabie end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; P_f=25.0 osf (flat rooT snow); Category Il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow bit's h -wt! been cDr3:Ji r Z forthis design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-conc-trrent with ether lire loads. 5) Pro••iee adequate drainage :3 prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. _) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 10=431,2=355. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. 9 Y 9 Y P P 9 P Applicability of design parementers and proper Incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, VN 53719. RENEWS: 12/31120 May 7,2019 A theTRUSSCO. INC. F.lob Truss Truss Type 33713 B03 Roof Special The Truss Co., Eugene, OR 97402 Qty JPly Anslow & DeGeneault 112788834 '1 1 Job LeDr�_iapf u rie 11 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:302019 Page 2 I D:dVXOpumktmTclj N WPlzdRSyg91 i-F3bxdriUuMjUagam t FE16mVBGl P7FEgpElaaYtzK6sN NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load (s) 100 Ib down and 95 Ib up at 9-9-0, 124 Ib down and 66 Ib up at 12-0-12, 117 Ib down and 70 Ib up at 14-0-12, 110 Ib down and 70 Ib up at 16-0-12, 110 Ib down and 70 Ib up at 18-0-12, 110 Ib down and 70 Ib up at 20-0-12, 110 Ib down and 70 Ib up at 21-6-0, 110 Ib down and 70 Ib up at 22-11-4, 110 Ib down and 70 Ib up at 24-11-4, 110 Ib down and 70 Ib up at 26-11-4, and 117Ib down and 70 Ib up at 28-11-4, and 113 Ib down and 63 Ib up at 30-11-4 on tap chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pig Vert: 1-5=-66, 5-9=-66, 10-16=-14 Concentrated Loads (lb) Vert: 5=-24 21=-57 22=47 24=7 29=-7 30=-47 31=51 ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 BEFORE USE, 1 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPl1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, the CO. INC. 1010•• • • 1010•• 1010••• • • • • • 1010•• 1010 • • • •"10'10 • 1010 • 1010•••• •0••0♦ 1010 • • • 1010•••• 1010 • • '0 1010 1010 1010•••• 1010•• as • • • 0 •04,4,10• •1004,041, 04,100 so go • 1010 • • • • • •4,s• ,& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 BEFORE USE, 1 Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component Is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPl1 Quality Criteria, DSB-89 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, the CO. INC. 112768635 'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri MeYy�� 3 19:14:32 2019 Page 1 I D:dVXOpumktmTclj N WPlzdRSyg91 i-BRjh2XjkQuCg8k88gGVBBbY8UjBu6i2QhdmzK6sL -10-4 11-7-4 18-3-12 25-0-4 1- 5 1-&0 5-10-4 5-9-0 8-8.8 6-8-8 6-10-4 5x8 MT18HS i Scale = 1:56.5 3x4 = 1.5x4 II 3x6 = 4x5 = 15 14 5.8 1.5x4 II 3x4 = LOADING (psf) TCLL 25.0 ;Roof Snow=25.0) ?'CDL 8.0 BCLL 0.0 P' SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.95 BC 0.77 WB 0.74 Matrix -MSH LUMBER - TOP CHORD 2x4 DF No.2 *Except* T3: 2x4 DF No.1&Btr BOT CHORD 2x4 DF No.2 *Except* B1: 2x4 DF No.1&Btr WEBS 2x4 DF Stud *Except* W9,W8,W4,W6: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-0-0 REACTIONS. (Ib/size) 10=1617/0-4-8 (min. 0-2-2), 2=1465/0-5-8 (min. 0-2-2) Max Horz 2=235(LC 42) Max Uplift 10=-438(LC 10), 2=-335(LC 10) Max Grav 10=1983(LC 25), 2=1964(LC 26) 12 3x6 — 3x8 = 4x4 = 10 3x5 II DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.15 14-15 >999 360 MT20 220/196 Vert(CT) -0.21 14-15 >999 240 MT18HS 220/195 Horz(CT) 0.06 10 n/a n/a Weight: 183 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals, and 2-0-0 oc purlins (2-2-0 max.): 5-9. BOT CHORD Rigid ceiling directly applied or 9-6-15 oc bracing. WEBS 1 Row at midpt 9-10,8-11 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP ;i iUhD 2-3=-460/32, 3-21=-2718/489, 4-21=2493/510, 4-5=2235/514, 5-22=-1964/532, 22 -23= -1964/532,23 -2-1=-,934/532,6-24=-1964/532,6-25=-1964/532,25-26=-1964/532, 2672/=-i96d/532, 7-27--196i/532, 7-8=-1964/532, 8-28=-1451/395, 28-29=-1451/395, 29-30=-'.431/395, 9-30=-14511395, 9-10=1938/465 9070HORD 2-15=471/2234, 14-15=-4/112'?34, 14-31=-433/1798, 13-31=-433/1798, 12-13=-43311798, 12-32=-365/1473, 11-32=-365;1473 W=BS 4-14'1-5821230, 5-14=-67/504, 9-11=-486/2089, 5-12=-312/515, B-11=1413/411, 6-1'2=-8071253, 8-12=-2001822 NuTES- 1) Wind: ASCE 7-10; 1, ::= 120mph (3 -second gust) Vasd=95mph; TCDL=4.Spsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; ,,(,AFrRS (envelope) gable end zone; ^anti)=ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL -1.60 2) TCLL: i,SCE 7-10; Ft=25.0 osf (flat roof snow)' Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads hat•= been cinsidLred forthis design. 4) 7,11, t, uss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-corcurrent with other lit ; loads. 5) Provide adequate drd ago to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 10=438,2=335. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 BEFORE USE. Design valid for use only with Mi Tek connectors. This design is based only upon ammeters shown and is for an individual building component. 9 Y 9 Y P P 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfTPi1 quality Criteria, DSB.89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 'A theTRUSSCO. INC. rJab J1033713 1 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:38 201 1 D:dVXOpumktmTcljN WPlzdRSyg91 i-Ob4zlaoV9pj MY3B I VxNVQSrbiz656WN?4zt?q NOTES - 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 137 Ib down and 68 Ib up at 17-9-0, 147 Ib down and 66 Ib up at 20-0-12, and 159 Ib down and 70 Ib up at 21-6-0, and 147 Ib down and 66 Ib up at 22-11-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-66, 7-8=-116, 7-10=-66, 10-11=-66, 12-20=-14 Concentrated Loads (lb) Vert: 7=-28 9=-89 26=-81 28=-81 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPN Quality Criteria, DSB-89 and BCSI1 Building Component yL, Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. LIIBTRUS ;Co. INC. ••0 t••• ••• • • • 0000 0000• • • ♦ • • 0000•• •• • • • •0 0••• t •• • 00.04• 0000•• •• • • • • 0000 • • •••• 0000•• ••0 4 • • 0 •00000 0••44• 00.0 • as • • • • • •4•• ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 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. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPN Quality Criteria, DSB-89 and BCSI1 Building Component yL, Safety Information available from Truss Plate Institute, 683 D'Onofrio Drive, Madison, WI 53719. LIIBTRUS ;Co. INC. AnaIOW & Ueueneauit 112768639 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:40 2019 Page 1 I D:d VXOpumklmTcljN WPlzdRSyg91 i-y_CpGgmXQz4nN LhcMPN Wtwy?ngnaoB HYH M6vlZK6sD 19-10-15 25-4-12 6-5-12 4x4 i 5x8 = 20 19 30 18 17 16 31 15 14 13 32 12 3x8 II 1-5x4 II 3x6 = 4x8 = 1.5x4 11 Scale = 1:75.0 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TIOP CHORD 2-3=-289/0, 3-4=-1748/204, 4-5=-1621/218, 5-25=-1431/179, 6-25=-1159/204, 6-26=-810/168, 7 -26= -til 7/184 7-8=-504/231, 8-27=-311/188, 27-28=320/190, 9-Z8=- 91, 9-10=-^.7/286, 10-29=-33/532, 11-29=53/302 BOT CIIORD 2 -20= -25G,1442,19 -20=-290/1442,19-30=-202/1135,18-30=-202/1135,17-18=-202/1135, 16-17=-163/516, 13-14=286/:15 10IE535 5-19=-380/153, 6-17=-942/216, 8-16=-325/234, 9-16=-271/1553, 9-15=-266/61, 7-17=121/756, 7-16=1237/280,10-14=-874/168,11-13=-394189, 9-14=-1400/21 NUTES- 1) Wind: ASCE 7-10; bwr-120mph (3 -second oust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; canti;3ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCI L' ASCE 7-10:Pf-25.0 psf (flat r -c` -naw'„ Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads hake been considered for this design. 4) Fhis truss has been iPsignF d for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nor. concurrent wit:.i oth�.r lira loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 7.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2, 195 Ib uplift at joint 12 and 346 Ib uplift at joint 14. representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 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. 9 Y 9 Y P P � 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSco. INC. 25-0-12 5-10-4 11-7-4 17-7-0 19-7-0 I 23412 P4-11-81 31-10-8 5-101 S9-0 B -O-0 2-0.0 3-9.8 1-8-12 65-12 Plate Offsets DLY1-- [2:0-;Z3.EdGe7_.[5:0-1-120-1-Bht :0g 1=12.0-1-B1,_i7:0.1-12.0-1-6i. f8:0-1-12.0-2- :0-2-, ,,Q-0.12j,j10:0-1-12,0-1 11:0-1-1? 0-1- 16:0-4-Q,Q-1-gj LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.11 19-20 >999 360 MT20 220/195 !Roof Snow --25.0) Lumber DOL 1.15 BC 0.69 Vert(CT) -0.15 19-20 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.78 Horz(CT) 0.03 14 nla n/a BCLL BGDL 0.0 Code IRC2015rfP12014 Matrix -MRH 70 Weight: 282 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 3-10-12 cc purlins, T4: 2x4 OF No.1&Btr except end verticals, and 2-0-0 cc purlins (6-0-0 max.): 8-9. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 OF No.2 `Except' WEBS 1 Row at midpt 6-17, 8-16, 9-15, 7-16, 10-13, 10-14, 11-13 W1,W2,W3: 2x4 OF Stud, W14: 2x6 OF No.2 9-14 SLIDER Left 2x4 OF No.2 2-0-0 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation REACTIONS. (Ib/size) 2=1043/0-5-8 (min. 0-1-8), 12=-58/Mechanical, 14=2037/0-5-8 (min. 0-3-1) clufde- Max Horz 2=332(LC 9) Max Uplift 2=-167(LC 10), 12=195(LC 31), 14=-346(LC 10) Max Grav 2=1262(LC 29), 12=220(LC 27), 14=2861 (LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TIOP CHORD 2-3=-289/0, 3-4=-1748/204, 4-5=-1621/218, 5-25=-1431/179, 6-25=-1159/204, 6-26=-810/168, 7 -26= -til 7/184 7-8=-504/231, 8-27=-311/188, 27-28=320/190, 9-Z8=- 91, 9-10=-^.7/286, 10-29=-33/532, 11-29=53/302 BOT CIIORD 2 -20= -25G,1442,19 -20=-290/1442,19-30=-202/1135,18-30=-202/1135,17-18=-202/1135, 16-17=-163/516, 13-14=286/:15 10IE535 5-19=-380/153, 6-17=-942/216, 8-16=-325/234, 9-16=-271/1553, 9-15=-266/61, 7-17=121/756, 7-16=1237/280,10-14=-874/168,11-13=-394189, 9-14=-1400/21 NUTES- 1) Wind: ASCE 7-10; bwr-120mph (3 -second oust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; canti;3ver left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCI L' ASCE 7-10:Pf-25.0 psf (flat r -c` -naw'„ Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads hake been considered for this design. 4) Fhis truss has been iPsignF d for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs nor. concurrent wit:.i oth�.r lira loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 3x4 MT20 unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and any other members, with BCDL = 7.Opsf. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 Ib uplift at joint 2, 195 Ib uplift at joint 12 and 346 Ib uplift at joint 14. representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mil -7473 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. 9 Y 9 Y P P � 9 P Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI7TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSco. INC. Job Truss Truss Type J1033713 B08 California The Truss Co., Eugene, OR 97402 Qty Ply Anslow & DeGeneault 12768639 1 1 ,.Ipb�3'%Qf.PF3S'.e l0)-'fonall 8.240 s Dec 62018 MiTek Industries, Inc. Fd May 3 19:14:402019 Page 2 ID:dVXOpumktmTcljNWPlzdRSyggli-y CbGgmXQz4nNLhcMPNWtwy9ngnaoBHYHM6vIzK6sD NOTES - 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 434 Ib down and 162 Ib up at 19-11-9, and 128 Ib down and 56 Ib up at 21-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-8=66, 8-9=-66, 9-11=-66, 12-21=-14 Concentrated Loads (lb) Vert: 27=-335 28=-72 I WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component 77.,,� SafetyInformation avallable from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC. 4141••• 4141•• • • • 4141••• • • • 4141•• • • • 4141•••• 4141 • • • 4141•••• • 4141 • 4141•••• 4141•••• • 4141 • • • 4141•••• • • 4141•• • • 4141 • • • 4141 4141 ••4141•• 4141•• 41949 • • 4141 • 009•00 • • •414••9 • ••99 • • 4141 4141 • 4f•9•• • 4141 • • • • • 0000 I WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenlers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsiblllity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consul ANSVTPII Quality Criteria, DSB-89 and BCSI1 Building Component 77.,,� SafetyInformation avallable from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC. 033713 1809 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek I D:dVXOpumktmTcljN WPlzd RSyg91 i-QAm5xcciOlk' t 5-40 10-0-8 - 21-9-0 _{ 5-111 5-0.S 5-0.8 6-4-0 4x4 = — F—, 3 12 1S 11 1U 6 7 6 3x6 = 9 16 3x8 = 17 16 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.45 CRoof Snow=25.0) Lumber DOL 1.15 BC 0.21 S CDL 8.0 Rep Stress Incr YES WB 0.22 E3CLL 0.0 Code IRC2015/TP12014 Matrix -MSH DL ___B,, L.UMBER- T OP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 NEBS 2x4 DF No.2 *Except` W1,W9: 2x4 DF Stud N T Inc. Fri Mav 3 19:14:41 112768640 Scale = 1:82.8 DEFL. in floc) Ildefl Ud PLATES GRIP Vert(LL) -0.04 6-7 >999 360 MT20 2201195 Vert(CT) -0.06 6-7 >999 240 Horz(CT) -0.01 6 n/a n/a Weight: 178 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 2-11, 2-8, 3-8, 4-8, 4-7, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-4-8 except (jt=length) 12=Mechanical, 9=0-3-8. (lb) - Max Horz 12=-343(LC 8) Max Uplift All uplift 100 Ib or less atjoint(s) 12, 7, 6, 9 except 8=-132(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 9 except 12=404(LC 20), 8=787(LC 1), 7=443(LC 20), 6=294(LC 19) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-12=-335/50 80 OI IOI:D 12-15=306/297, 11-15=-3U6/297, 10-11=-225/260, 9-10=-225/260, 9-16=-225/260, 8-16=-'25/230 V1T:BS 2-L'=-41(,/,38, 3-8=-327/0, 4-7=-290/99 N7TF8• 1) Wino. ASCE 7-10: Burt-l2f mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable Lnd zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g,ip LGL -1.60 2) Tri L: %PCE 7-10; Pf=25.0 psf (flat rjof si.aw); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loaus have been considemri for this design. 4) Ail plates are 3x4 MT20 unless otherwise i.idicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . Thi= truss has bee for a ".v::c iC 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 000rd and any other members, with BCDL = 7.Opsf. 7) Rutertu hirder(s) for -tress trr truss connections. 8) Pro'n'e mechanicCl con:aec;lon (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 12, 7, 6, 9 except (jt=1b) 8=132. LOAD CASE(S) Standard RENEWS: 12/31/20 May 7,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 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. Applicability of design paramerters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsiblllity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPl1 Quality Criteria, DSB-89 and SCSI1 Building Component yy, �s Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, W153719. the i RUSSCO. INC. ib Truss Truss Type ty Ply Anslaw 8 DeGeneaull '117 112768641 1033713 B10 California 1 1 Reference jp, [In onafl The Truss Co., Eugene, OR 97402 8240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:42 2019 Page 1 ID:dVXOpumktmTcljNWPlzdRSyg9li-uNKT8yr031 DoOgV3knSrbl?LRaUt2mpa?brDzBzK65B 11-5-0 0-4 B-11-4 MID 11 1 f -2- I 9 0 411-4 4-4-15 0.4- 2 OA -12 4-0-15 4x4 i 2-1-0 4x8 = Scale = 1:76.2 7 n T2-- 3 14 3x4 11 15 to 1ti 9 8 it its 7 3x4 = 3x6 = 3x8 = 3x4 = 3x5 = Plate Offsets (X.Y)-- (3:0-1-12-02oJ, 14:0-4-0,0-0-8),11'9 4.0-1- 11:0-1-8,0-1-8J LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 plate Grip DOL 1.15 TC 0.58 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.78 TCDL 8.0 Rep Stress Incr YES WB 0.52 BCLL 0.0 Code IRC2015lTP12014 Matrix -MSH P1r.nI 711 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 *Except* W1.W9: 2x4 DF Stud REACTIONS. (Ib/size) 11=858/Mechanical, 7=858/Mechanical Max Horz 11=-327(LC 6) Max Uplift 11=-106(LC 10), 7=108(LC 11) Max Grav 11=1273(LC 28),7=1286(LC 28) DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.38 7-8 >674 360 1 MT20 220/195 Vert(CT) -0.55 7-8 >470 240 Horz(CT) 0.02 7 n/a n/a Weight: 186 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at mldpt 3-9, 4-9, 4-8, 5-8, 2-11, 5-7 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-752/136, 3-13=5791145, 3-4=-5201139,4-14=-573/139, 5-14=772/120, 6-7=-290/72 BOT CHORD 11-15=-193/563, 10-15=-193/563,10-16=-193/563, 9-16=-193/563,8-9=-99/587, 8-17=-86/548,17-18=-86/548, 7-18=-86/548 WEBS 2-9=-861274,4-8=-77/275,2-11=-1105/120,5-7=-10871105 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered forthis design. 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 will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 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 Ib uplift at joint(s) except Qt=1b) 11=106,7=108. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 00 •00• 0000 • • •• 0000 • s • 004000 •0 0 • • •0000• •� • • •••••• •••0•• •• s s • • • •e � r 0000 RENEWS:12131120 May 7,2019 a& WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITP11 Quality Criteria, DSB-89 and BCSN Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. theTRUSSCO. INC. Job Truss Truss Type Oly TrussCommon Ply Anslow & DeGeneeult _:7112768642 17-3-13 2 -SDS 21-7-10 25 -1❑ -6 1033713 C1GR Girder 1 1 all 'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:43 2019 Page 1 I D:dVXOpumktmTcljN WPlzdRSyg91 i-MZusMlsegLLeeg4GHUz47 WyaV_s8nBgkEFamVdzK6sA 1-3-0 4-45 8.8.3 13-0-0 17-3-13 21-7-10 25-10-6 1-30 4-4-5 4-3-13 4-3-13 4313 4.313 4-2-12 4x4 = 7.00 3x4 II 2x4 II 3x4 = 3x8 = 13 12 17 16 15 14 JUS24 44 = 4x6 = JUS24 NAILED 3x6 II MSH29 4x8 II JUS24 1�2 Scale = 1:56.4 LUMBER- BRACING- OPCHORD 2x4 DF No.2 TOP CHORD .',OT CHORD 2x6 DF No.2 `Except` BOT CHORD B2: 2x6 DF SS WEBS WEBS 2x4 DF Stud 'Except' W5: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF Stud 2-0-0 REACTIONS. All bearings 14-5-8 except Qt=length) 11=0-3-14, 14=0-3-8. (lb) - Max Horz 2=170(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 17, 14 except 11 =233(!_C 11), 15=284(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 2 except 11=1935(LC 18), 2=323(LC 28), 18=263(LC 28), 17=313(LC 28), 15=1676(LC 18), 14=558(LC 18) FOWLS. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. I OP 1-H()P.D 5-6=-58/278, 6-27=77,33C, ;-27=-30/450, 7-8=46/481, 8-9=-704/129, 9-10=-1969/285, 10-'11=-1ti351138 20T CHORD 14 15 E555,14-28=-35/555,13-28=-35/555,13-29=-19311701, 29-30=-193/1701, 12-30=-193/1701,12-3 i =-iWi-1701, 31-32=-19311701,11-32=-193/1701 WEBS 6-15=-256/110,7-15=-646161,'3-15=-1428/314,8-13=-196/1251, 9-13=-1398/255, 9-12 =131/1193 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mid pt 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Nr1?FS 1) Wino. ASCE 7-10* Vuit=12nmph (3-eeconr' rust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope)-giLIL end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g Ip LOL=1.60 2) TCLL: AFCE 7-10; Pf=25.0 psf (flat roc.. now); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbala, iced snowIoads have been considerRri for this design. 4) This truss has been designed for gre^ter o' min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .i,r.-casicurrent with other live loads. 5) fhig truss has bee�1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has beef, uesigned 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 Ib uplift at joint(s) 2, 18, 17, 14, 2 except (jt=1b) 11=233, 15=284. 8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 16-0-12 from the left end to 21-11-4 to connect truss(es) B06 (1 ply 2x4 DF), B07 (1 ply 2x4 DF), B09 (1 ply 2x4 DF) to back face of bottom chord. 9) Use USP MSH29 (With 10d nails into Girder & 4-1 Od nails into Truss) or equivalent at 23-11-4 from the left end to connect truss(es) B10 (1 ply 2x4 DF) to back face of bottom chord. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure lathe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSCO. INC. 4-45 8-a-3 4-3}3 13-0-0 413 i 14-5-8 1 7-5-9 17-3-13 2 -SDS 21-7-10 25 -1❑ -6 Plate Offsets (X.Y)— j20-7-120-0-OLf4.01-120 -p].[6:0 12.D-t$j.[8:0-2-0.0-LRI.j9:0-1-1.0-1-8i-111:0-5-20-0-9J j120-4-4.D-1-8]j15:D-1-120-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP T'CLL 25.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.05 12-21 >999 360 MT20 220/195 tRoof Snow=25.0) Lumber DOL 1.15 BC 0.65 Vert(CT) -0.07 12-21 >999 240 T'CDL 8.0 Rep Stress Incr NO WB 0.67 Horz(CT) 0.00 11 n/a n/a iSCLL 0.0 Code IRC2015/TP12014 Matrix -MSH Weight: 165 Ib FT = 20% LUMBER- BRACING- OPCHORD 2x4 DF No.2 TOP CHORD .',OT CHORD 2x6 DF No.2 `Except` BOT CHORD B2: 2x6 DF SS WEBS WEBS 2x4 DF Stud 'Except' W5: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF Stud 2-0-0 REACTIONS. All bearings 14-5-8 except Qt=length) 11=0-3-14, 14=0-3-8. (lb) - Max Horz 2=170(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 18, 17, 14 except 11 =233(!_C 11), 15=284(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 2 except 11=1935(LC 18), 2=323(LC 28), 18=263(LC 28), 17=313(LC 28), 15=1676(LC 18), 14=558(LC 18) FOWLS. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. I OP 1-H()P.D 5-6=-58/278, 6-27=77,33C, ;-27=-30/450, 7-8=46/481, 8-9=-704/129, 9-10=-1969/285, 10-'11=-1ti351138 20T CHORD 14 15 E555,14-28=-35/555,13-28=-35/555,13-29=-19311701, 29-30=-193/1701, 12-30=-193/1701,12-3 i =-iWi-1701, 31-32=-19311701,11-32=-193/1701 WEBS 6-15=-256/110,7-15=-646161,'3-15=-1428/314,8-13=-196/1251, 9-13=-1398/255, 9-12 =131/1193 Structural wood sheathing directly applied or 4-4-1 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at mid pt 8-15 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. Nr1?FS 1) Wino. ASCE 7-10* Vuit=12nmph (3-eeconr' rust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope)-giLIL end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate g Ip LOL=1.60 2) TCLL: AFCE 7-10; Pf=25.0 psf (flat roc.. now); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbala, iced snowIoads have been considerRri for this design. 4) This truss has been designed for gre^ter o' min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs .i,r.-casicurrent with other live loads. 5) fhig truss has bee�1 designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) `This truss has beef, uesigned 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 Ib uplift at joint(s) 2, 18, 17, 14, 2 except (jt=1b) 11=233, 15=284. 8) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 3-10-8 oc max. starting at 16-0-12 from the left end to 21-11-4 to connect truss(es) B06 (1 ply 2x4 DF), B07 (1 ply 2x4 DF), B09 (1 ply 2x4 DF) to back face of bottom chord. 9) Use USP MSH29 (With 10d nails into Girder & 4-1 Od nails into Truss) or equivalent at 23-11-4 from the left end to connect truss(es) B10 (1 ply 2x4 DF) to back face of bottom chord. Continued on page 2 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114I1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responslbillity of the erector. Additional permanent bracing of the overall structure lathe responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow6 DeGeneault 112768642 J1033713 C1 GR Common Girder 1 1 Jeb RelererKe fnabonall The Truss Co„ Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Ine. Fri May 3 19:14:43 2019 Page 2 I D:dVXOpu mktmTclj N WPIzdRSyg911-MZusMlsegLLeeg4GHUz47 WYaV_s8n BgkEFamVdzKBsA NOTES - 10) Fill all nail holes where hanger is in contact with lumber. 11) "NAILED" indicates 3-10d (0.148"x3") or 3-12d (0.148"x3.25") toe -nails per NDS guidlines. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-66, 7-11=-66, 19-23=-14 Concentrated Loads (lb) Vert: 28=-3B2(B)29=-372(B)30=-196(6)31=-356(B)32=1259(13) A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity, of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. 'A ti CO. INC. 0000• r' • •i•• • 000.0• at • • • • • • 9(1.00• 0000 s • 0•A• 000040• •••• r • ! r • ! f • • • • •••• 'A ti CO. INC. 3b Truss Truss Type Oty Ply Anslow 8 DeGeneault 112768643 1033713 C2 Common 2 1 _ _ Job Re}1:rence Conusl0al] The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:44 2019 Page 1 I D:dVXOpumktmTelj N WPlzdRSyg91 i-dREZdtGbf-rVG_eSrBUJgj5eyOCLWmitSvKK23zK6sg -1-3-0 6-7-12 13-0.0 _ 19-3-7 .t 25-10-6 1-3-0 6-7-12 6-4-4 6-3-7 6-6-15 4x5 = 3x8 11 3x6 = 3x4 = 3x4 = 3x8 II r "A0 tT-1-72 I Z5-10.6 -t Folate Offsets (JAY)-- (2:0-5-3-F_doel_ f6,O-2-5.0-17121, f9:0-5-14 0 Il9] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. TCLL 25.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) Roof Snow=25.0) -CDL `CD Lumber DOL 1.15 BC 0.59 Vert(CT) 8.0 Rep Stress Incr YES WB 0.17 Horz(CT) BCLL 0.0 Code IRC2015TTP12014 Matrix -MSH B:DL 70 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD -90T CHORD 2x4 OF No.2 BOT CHORD WEBS 2x4 DF No.2 *Except* W104: 2x4 DF Stud SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF No.2 2-0-0 REACTIONS. (Ib/size) 9=103310-3-14 (min. 0-1-8), 2=1 11910-5-8 (min. 0-1-8) Max Horz 2=170(LC 7) Max Uplift 9=-129(LC 11), 2=-154(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-475/0, 3-4=-1487/187, 4-5=-1338/203, 5-21=-1340/229,6-21=-1229/247, 6-22=-1 21 2124 4, 7-22=-1321/216, 7-8=-1471/202, 8-9=-359/27 AOT CHORD 2-12=-20811270,11-12=-20811270,11-23=-53/852, 23-24=-531852,10-24=-53/852, 9-10=-99/1199 WE3 1 5-11=-392/207,6-11=-,--3,3u2. 6-10=-1301543, 7-10=-391/206 Scale = 1:53.2 in (loc) I/deft Ud PLATES GRIP -0.25 10-11 >999 360 MT20 220/195 -0.33 10-11 >941 240 0.05 9 n/a n/a Weight: 120 Ib FT = 20% Structural wood sheathing directly applied or 3-2-10 oc purlins Rigid ceiling directly applied or 10-0.0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In accordance with Stabilizer JI Installation -guide. NOTE 1) Wi,id: ASCE 7-10; Vult=120mph (3 -second gest) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; M. IFPS (envelope) gable end zone; cantilevc; left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 ` 2) l OCL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) U-i`rlaa ;ed snow loads have been co side ed for this design. 4) Thict trlrsq has been tlesign-d for gre iter c`:. -in roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with-o.i.a live loads. 5) frris truss has been designed for a 1.1.0 pF' bottom chord live load nonconcurrent with any other live loads. 6) ' This tru ;s has been designed fora lion ,oad 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 oth�, members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by c'hers) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) LOAD CASE(S) Stanaa c RENEWS: 12131120 May 7,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSlrTP11 Quality Criteria, DSB-89 and BCSI1 Building Component yL, Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. L11eTRUSSCO. INC. Job Truss Truss Type Qty Ply Anslow8 DeGeneault 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 112768644 I J1033713 C3 California 1 1 240 WB 0.48 Horz(CT) 0.09 9 n/a R r The Truss Co., Eugene, OR 97402 11,24115 1180 6 2019 MiTek Industries, Inc. Fn May 3 19:14:45 2019 Page 1 I D:dVXOpumktmTclj NWPlzdRSyg91 i-Jx?cmztuMycMu8 DePv?YDxdmToTDF6A1 hZ3taWzK6s8 -1-3-0 5-10 4 20-0-14 25-10-6 1-3.0 5-10.4 5-9-0 0- 1 2-2-2 04,111 5-8-3 5-9-8 Scale= 1:49.5 5x8 i 4x5 14 12 11 10 4x8 i 1.5x4 I I 3x6 = 3x4 = 3x8 = 1.5x4 11 4x10 I LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL 0.0 BC DL r'0 LUMBER- SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. I DEFL. in (loc) I/deft L/d TC 0.92 j Vert(LL) -0.15 12-14 >999 360 BC 0.93 Vert(CT) -0.20 12-14 >999 240 WB 0.48 Horz(CT) 0.09 9 n/a nla Matrix -MSH TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud *Except* W4: 2x4 DF No.2 SLIDER Left 2x4 DF No.2 2-0-0, Right 2x6 OF No.2 2-0-0 REACTIONS. (Ib/size) 9=1149/0-3-14 (min. 0-1-13),2=1236/0-5-8 (min. 0-1-15) Max Horz 2=154(LC 7) Max Uplift 9=-18l(LC 11), 2=-206(LC 10) Max Grav 9=1686(LC 29), 2=1816(LC 29) PLATES GRIP MT20 2201195 M RO Weight: 141 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied, except 2-0-0 cc purlins (4-8-7 max.): 5-6. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: 2-2-0 cc bracing: 9-10. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-37410, 3-4=-2469/287,4-24=-1952/263, 5-24=-1742/275, 5-25=-1522/272, 6-25=-1516/270, 6-26=-17581271, 7-26=-19331258, 7-27=-2173/282, 8-27=-2427/280 BOT CHORD 2 -14=-27412024,13-14=-274/2024,12-13=-27412024,11-12=-152/1545, 10-11=-175/1982, 9-10=-175/1982 WEBS 4-12=-5761172, 5-12=-581389, 6-11=-51/470, 7-11=-568/173 NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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. 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 Ib uplift at joint(s) except Qt=1b) 9=181,2=206. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 216 Ib down and 96 Ib up at 11-9-0, and 216 Ib down and 94 Ib up at 14-0-7 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 5711.7473 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. 9 Y 9 Y P P 9 P Applicability of design pammenters and proper incorporation of component is responsibility of building designer -not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-89 and BCSIi Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. *sees ee••e e *ease • e • sees assess to • • • • •e••eje • •ass•• •e • s • •asses w e • easeso a so so • • •a•• 000000 ••w• • • s s d ease •• • q�� % is•• ' w• 1B2isP 940 w OREGON 7116182 RENEWS: 12/31/20 May 7,2019 A theTRUSSco. iNC. Job Truss Truss TypeQty Ply Anslow & DeGeRefeceoceneault 1 112768644 ijub ,1'1033713 C3 California 1 1 (op?joriall The Truss Co., Eugene, OR 97402 LOAD CASES) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-6=-66, 6-9=-66, 15-19=-14 Concentrated Loads (Ib) Vert: 5=-117 25=117 8,240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:46 2019 Page 2 ID:dVXOpumktmTcljN WPlzdRSyg91 i-n8Z_JuW7GkDVlogzcWolBAxD BpS_bQAwDpQ6yzK6s7 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. A theTRUSSCO. INC. 112768645 033713 104 The Truss Co., Eugene, OR 97402 6.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:47 2019 Page 1 ID:dVXOpumktmTcljNWPlzdRSyggli-FK7MBfv9uas47SN1 WK111Mj6NbCzj56J9tY_fOzK6s6 - -3-0 4-10-4 9-1 15 16-1-1 1 -12 21-0-14 25-10-6 1-3 0 4-10-4 4-9-0 0 1 6-2-2 0- 1 4-8 3 4-9-8 5x8 MT18HS G 5x8 MT18HS Zz- Scale = 1:46.5 4x8 11 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.16 10-12 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.72 Vert(CT) -0.22 12-19 >999 240 MT18HS 2201195 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(CT) 0.09 9 n/a n/a BCLL 0.0 ' Code IRC2015/TPI2014 Matrix -MSH Weight: 127 lb FT=20% SPL ;:.0. _ LUMBER- BRACING - TOP CHORD 2x4 DF No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins, except T2: 2x4 DF No.1&Btr 2-0-0 oc purlins (2-2-0 max.): 5-6. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud *Except* WEBS 1 Row at midpt 6-12 W3: 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing SLIDER Left 2x4 DF No.2 2-0-0, Right 2x6 DF No.2 2-0-0 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 9=1160/0-3-14 (min. 0-1-11), 2=1244/0-5-8 (min. 0-1-14) Max Horz 2=125(LC 45) Max Uplift 9=-205(LC 11), 2=-228(LC 10) Max Grav 9=1591(LC 29), 2=1743(LC 29) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-639/0, 3-21=-2310/331, 4-21=-2146/347, 4-5=-1946/314, 5-22=-1563/309, 22-23=-1565/310, 23-24=-1567/310, 6-24=-1570/310, 6-7=-1952/317, 7-25=-2123/346, 8-25=-2286/330,8-9=-476/195 BOT CHORD 2-12=-313/1892, 11-12=-180/1592,11-26=-180/1592,10-26=-18011592,9-10=-231/1866 • • • • • WEBS 4-12=441/187, 5-12=-1 81361, 6-10=-44/388, 7-10=-398/192 • • • • **goo • • • •••• • • • • • •••••• NOTES- • • • • • 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; • • • • • • • • MWFRS (envelope) able end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 late • ( P )9 9 P 9 P P • •••••• grip DOL=1.60 • • • • 2) TOLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 : • • • • • • • 3) Unbalanced snow loads have been considered for this design. • • • • • • • • 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs • • • • r - • • • • • • non -concurrent with other live loads. 4n 5) Provide adequate drainage to prevent water ponding. • • • • 6 (d *see 6) All plates are MT20 plates unless otherwise indicated. •.S Ca k !V �� 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 0000 ' •� i2 E • • will fit between the bottom chard and any other members, with BCDL = 7.0psf. • • • • •! • • • 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) • 7 • • • 9=205,2=228. OREGON 10) Following joints to be plated by qualified designer: Joint(s) 9, not plated. yy 7!16182 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. I. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 168 Ib down and 83 Ib up at ��,,,{��* 9-11-9, 124 Ib down and 66 Ib up at 12-0-12, and 124 Ib down and 66 Ib up at 13-11-4, and 168 Ib down and 85 Ib up at 16-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. RENEWS: 12/31120 �od�i&8�gj(ST Standard May 7,2019 �1 _. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure Is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSN Building Component 7,, 7� Safety Information available from Truss Plate Institute, 583 D'Onofro Drive, Madison, WI 53719. t`eT"USSCO. INC. 033713 1 C4 The Truss Co., Eugene, OR 97402 LOAD CASE(S) Standard -1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-66, 5-6=-66, 6-9=-66, 13-17=-14 Concentrated Loads (lb) Vert: 6=-69 22=-69 23=57 24=-57 Anslew & DeGeneault 112768645 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:47 2019 Page 2 ID:dVXOpumktmTcljNVVRzdRSyg9li-FK7MBfv9uas47SNI VK1IlMj6NbCzj56J9tY fOzK6s6 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design parementers and proper incorporation of component Is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPN quality Criteria, DSB-89 and BCSIt Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. The Truss Co., Eugene, OR 97402 Caffomia 1 I 1 112768848 _ L . J9�4,Ofence fvphanal] 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:48 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyggli-jWhIP?wnet xlcyD41ZGgZF187Z2SXTTNXIXBrzK6s5 7- 15 3-0-0 18-1-1 18 12 25-10-6 1 5-1-1 5-1-1 0- 1 7-510 Scale = 1:45.8 5x8 MT18H5 i 5x8 MT18HS 1.5x4 I 1� lu a 4x8 II 1.5x4 I 3x6 3x8 = 1.5x4 11 4x10 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.14 9-10 >999 360 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.67 Vert(CT) -0.18 9-10 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.32 Horz(CT) 0.07 8 n/a n/a BCLL 0.0 RQQI 7.0 Code IRC2015ITP12014 Matrix -MSH LUMBER- BRACING - TOP CHORD 2x4 DF No.1&Btr `Except` TOP CHORD T2: 2x4 DF No.2 BOT CHORD 2x4 DF No.2 BOT CHORD WEBS 2x4 DF Stud SLIDER Left 2x6 DF No.2 2-0-0, Right 2x6 DF No.2 2-0-0 REACTIONS. (Ib/size) 8=1148/0-3-14 (min. 0-1-9),2=1233/0-6-8 (min. 0-1-12) Max Horz 2=102(LC 45) Max Uplift 8=-247(LC 11), 2=-271(LC 10) Max Grav 8=1479(LC 29), 2=1633(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4741111, 3-4=-1862/397, 4-21=-18731446,21-22=-1873/446, 22-23=-1873/446, 5-23=-1873/446, 5-24=-1873/446, 24-25=-1873/446, 25-26=-1873/446, 6-26=-18731446, 6-7=1845/395, 7-8=-383/128 BOT CHORD 2-12=-311/1627, 11-12=-313/1623, 10-11=-313/1623, 9-10=259/1609, 8-9=-257/1612 WEBS 4-10=-194/606, 5-10=-729/221, 6-10=-196/626 PLATES GRIP MT20 2201195 MT18HS 2201195 Weight: 122 Ib FT = 20% Structural wood sheathing directly applied, except 2-0-0 oc purlins (3-10-9 max.): 4-6. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 8=247, 2=271. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 135 Ib down and 93 Ib up at 7-9-0,115 Ib down and 66 Ib up at 10-0-12, 110 Ib down and 70 Ib up at 12-0-12, 110 Ib down and 70 Ib up at 13-11-4, and 115 Ib down and 66 Ib up at 15-11-4, and 135 Ib down and 93 Ib up at 18-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 9,1,TRbdS�andard A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incomoration of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure staUlity during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consu8 ANSIITP11 Quality Criteria, DSB.89 and BCSII Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. RENEWS: 12/31/20 May 7,2019 theTRUSSCO. INC. Job Truss 41033713 C6 The Truss Co., Eugene, OR 97402 GIRDER Anslow & DeGeneault 112768647 8.240 s Dec 6 201 B MiTek Industries, Inc. Fri May 3 19:14:52 2019 Page 2 I0:dVXOpumktmTcUNWPIzdRSyggli-cIwFENzHi6UNDDG JtdC?PQ5Rcz OMQ219GIKczK6sl NOTES - 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=566, 7=566. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 389 Ib down and 261 Ib up at 5-9-0, 210 Ib down and 136 Ib up at 8-0-12, 190 Ib down and 142 Ib up at 10-0-12, 187 Ib down and 144 Ib up at 12-0-12, 187 Ib down and 144 Ib up at 13-11-4, 190 Ib down and 142 Ib up at 15-11-4, and 210 Ib down and 136 Ib up at 17-11-4, and 389 Ib down and 261 Ib up at 20-3-0 on top chord, and 51 Ib down at 2-0-12, 54 Ib down at 4-0-12, 59 Ib down at 6-0-12, 59 Ib down at 8-0-12, 59 Ib down at 10-0-12, 59 Ib down and 14 Ib up at 12-0-12, 59 Ib down and 14 Ib up at 13-11-4, 59 Ib down at 15-11-4, 59 Ib down at 17-11-4, 59 Ib down at 19-11-4, and 54 Ib down at 21-11-4, and 51 Ib down at 23-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 'I) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-66, 3-6=66, 6-8=-66, 14-17=-14 Concentrated Loads (Ib) Vert: 3=-290 6=-290 11=40(F) 20=-144 22=-120 23=-105 24=-105 25=-120 27=-144 28=-28(F) 29=-25(F) 30=-40(F) 31=-41(F) 32=-40(F) 33=-40(F) 34=-40(F) 35=-41(F) 36=-40(F) 37=-25(F) 38=28(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenlers and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of Individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIrrPI1 Quality Criteria, DSM9 and BCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofno Drive, Madison, WI 53719. theTRUS5CO. INC. Job Truss Truss Type Qty Ply Anslow s DeGeneault 112768648 J1033713 D1GE GABLE 1 1 Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 Joh Reference (gRg41LHU The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:53 2019 Page 1 I D:dVXOpumktmTclJ N WPlzdRSygg 1 i-4UUeSi_vTQcErNgBtaBRXdyFgONl7gyCXp?ls2zK6sO -1-3-0 11-5-12 185-8 22-11-8 1-30 11-5-12 4-11-12 6-6-0 041 = 3x6 11 31 30 29 28 3x422 22 21 27 26 24 3x6 4xB = Scale = 1:49.5 Plate Offsets (X,Y)-- [2:0-1-8,0-1-8], [3:0-5-4,0-1-0], [4:0-5-4,0-1-0], [5:0-5-4,0-1-0], [6:0-5-4,0-1-0], [7:0-1-12,0-1-8], [10:0-2-12,0-2-8], [20:0-2-12,0-2-0], [21:0-1-8,0-0-14], 124:0-'L-6.0-0-14] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.05 21-22 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.25 Vert(CT) -0.08 21-22 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 21 n/a n/a BCDL 0.0 Code IRC20151TP12014 Matrix-RH Weight: 166 Ib FT=20% BCDL LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 *Except* B1: 2x4 DF 240OF 2.0E BOT CHORD WEBS 2x4 DF Stud JOINTS OTHERS 2x4 DF Stud REACTIONS. All bearings 2-11-8 except Qt=length) 21=0-5-8, 2=0-5-8. (lb) - Max Horz 2=161(LC 7) Max Uplift All uplift 100 Ib or less at joint(s) 21, 2 except 25=-203(LC 10), 26=456(LC 20), 27=-262(LC 10) Max Grav All reactions 250 Ib or less at joint(s) 25, 26 except 21=547(LC 1), 27=725(LC 20), 27=719(LC 1), 24=541 (LC 1), 24=541 (LC 1), 2=397(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-251141,19-20=-559/87,20-21=-511195, 10-11=-510/167,11-14=-5201191, 14-16=-496/175,16-18=-459/156,18-19=-536/196 WEBS 7-27=-3381139, 20-22=141517,10-24=-435/17,10-22=-30/314 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Brace at Jt(s): 11, 16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; 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 perANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 cc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Solid blocking is required on both sides of the truss at joint(s), 2. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 21, 2 except Qt=1b) 25=203, 26=456, 27=262. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based on yu on parameters shown and is for an individual building component. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. ••••• 0000 000.0 • • 0000 • • • • • 0000•• 0000•• •• • • 0000•• 0000•• •• 0000•• •• 1 • • • • Lar • •• •• 0000•• \ 0100 RENEWS: 12/31/20 May 7,2019 A theTRUS ;CO. INC. Ansiow a ueueneaun 112768649 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:54 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyg91 i-Yg20f2_YEjk5TXPNRIgg4gVRaQhSsCTLmTlrOUzK6s? i 5-10-10 11-5-12 17-0-14 22-11-8 5-10-10 5-7-2 5-7-2 5-10-10 4x4 = 10 3x6 I 3x4 = 3x6 = 3x4 = 3x6 II Platp Offsets (X Yj.- (1.0-2-4.0-0-8]14:0-2.0.0.1-121, f55;0 -M 0-0-0),.j-.0-0-0.0-0-01.:7'1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 25.0 Plate Grip DOL 1.15 TC 0.44 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.35 TCDL 8.0 Rep Stress Incr YES WB 0.48 BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH 8(" LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 `Except` W1,W4: 2x4 DF Stud SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 OF No.2 2-0-0 Scale = 1:47.4 T -1-0 15.0-0-81 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 8-10 >999 360 MT20 2201195 Vert(CT) -0.14 B-10 >999 240 Horz(CT) 0.01 1 n/a n/a Weight: 105 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 1=386/0-5-8 (min. 0-1-8), 7=650/0-5-8 (min. 0-1-8), 10=801/0-5-8 (min. 0-1-8) Max Horz 1=141(LC 7) Max Uplift 1=-68(LC 10), 7=-100(LC 11), 10=-71(LC 10) Max Grav 1=386(LC 1), 7=650(LC 1), 10=826(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. OP CHORD 1-2=-351/0, 3-19=-254/114, 4-20=-612/195, 5-20=-714/178, 5-6=-707/153, 6-7=-382/0 dOT CHORD 1-10=-113/299, 9-10=-9/316, 9-21=-9/316, 21-22=-9/316, 8-22=-9/316, 7-8=65/674 WEBS 3-10=-39B/188, 4-10=-465/47, 4-8=-121/526, 5-8=-370/185 NOTZC- 1) Kril: ASCE 7-10; Vult=120mph (3-sec,)rd gist) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) yab;a and zone; (.antilevel left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate nnp DOL=1.60 2) TCL'-: ASCE 7-10; Pf=25.0 psf (flat rcof-E.ic v ); Category II; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been consideree for this design. 4) This truss has been r'esignei for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `-i his 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 -ii'! It he-t-/een the bottom chord and ary oth^.r members, with BCDL = 7.Opsf. 6) tJrovioe mechanical 6o,me't(on (by of /ere) of Muss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 1, 7, 10. �c a LOAJ -'ASE(S) Standard 51 NZ��; r. -n F -P OREGON 7116182 RENEWS: 12131/20 May 7,2019 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to Insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and BCSI1 Building Component i.. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t'^eTRUSSCO. INC. Job Truss Truss Type J1033713 D3GR COMMON GIRDER Ply ' Anslow & DeGeneault 112768650 The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:55 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyg9li-OtcOtO?A?lsx4g_Z_?Bvc22d9gwSbb2V 7UPI0¢K6s- • i 3-10-4 I 7-8-0 11-5-12 15-3-8 19-1-4 22-11-8 r 3-10.4 3 8 12 3-9-12 3-9 12 3-9-12 3-10-4 I 4x4 = 4 2x4 I -- -- 10 -• -- 9 -- - 8 -- 4x4 —_ 13 12 11 MSH29 7x8 = 5x6 12x4 II MSH29 8x8 = 3x10 II 4x6 = MSH29 MSH29 MSH29 MSH29 JUS24 3x4 = Scale = 1:51.2 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud WEDGE Left: 2x6 DF No.2, Right: 2x6 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 1-11-0 except Qt=length) 7=0-5-8. (lb) - Max Horz 1=1411([_C(3) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 11=-843(LC 10), 13=-752(LC 17), 1=137(LC 17), 7=-445(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 13, 1 except 11=7083(LC 1), 11=7083(LC 1), 7=3939(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-124/455, 2-3=-122/1085, 3-20=-20601309, 4-20=-1991/326, 4-21=-1991/311, 5-21=-2080/295, 5-6=-43541551, 6-7=-5781/671 BOT CHORD 1-13=-3541157. 12-13=3541157,11-12=-3541157,11-22=-9151226, 22-23=-915/226, 10-23=-9151226,10-24=-36913738; 24-25=-369/3738, 9-25=-36913738, 9-26=-528/4906, 26-27=-528/4906, 8-27=-528/4906, 8-28=52814906, 7-28=-528/4906 WEBS 4-10=-256/1781, 5-1 0=-32721464, 5-9=-385/3398, 6-9=-14281203, 6-8=-108/1403, 3-10=-484/4254, 3-11=-5086/613, 2-11=-708/144, 2-13=-1321552 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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 Ib uplift at joint(s) except Qt=1b) 11=843,13=752 1=137,7=445,1=137. Continued on page � 0006• 0000 0000• • • 0000 • • • • • 0000•• 0000•• •• • • 0000•• 0000•• •• • • • 0000•• 0.000• ��i\4Y"-�/��V •• *••• • 0 Soo WE •• •• • 0000 • 7f1� 8182 j s Pov�� RENEWS: 12/31/20 May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper Incorporaron of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1TP11 Quality Criteria, DSB-89 and BCSI1 Building Component ��f �G. Safety Information available from Truss Plate Institute, 583 D'Onofr:o Drive, Madison, WI 53719. the i iiVa7e !CO. INC. 3-10-4 3-9.82 0. 3-812 3-12 3-9.72 3-70� Plate Offsets (X,Y)-- [1:0 3 15,0-5 5], [1:0-0-8,0-1-14], [2:0-1-12,0-1-8], [3:0-1-4,0-2-0], [5:0-1-0,0-2-0], [6:0-1-12.0-1-8],17:0-0-0.0-4-2], [7:0-4-8,0-0-5], [7:0-0-4,0-0-2], [9:0-4-8 ,0-2-01,1`10:0-2-12,0-4-8j,f11:0-1-8.0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.08 8-9 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.81 Vert(CT) -0.12 8-9 >999 240 TCDL 8.0 Rep Stress Incr NO WB 0.71 Horz(CT) 0.02 7 n/a n/a Code IRC20'151TP120'14 Matrix -MSH Weight: 286 Ib FT = 20% BCDL 7,0 ` LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x6 DF No.2 WEBS 2x4 DF Stud WEDGE Left: 2x6 DF No.2, Right: 2x6 DF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-3-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 1-11-0 except Qt=length) 7=0-5-8. (lb) - Max Horz 1=1411([_C(3) Max Uplift All uplift 100 Ib or less at joint(s) 1 except 11=-843(LC 10), 13=-752(LC 17), 1=137(LC 17), 7=-445(LC 11) Max Grav All reactions 250 Ib or less at joint(s) 13, 1 except 11=7083(LC 1), 11=7083(LC 1), 7=3939(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-124/455, 2-3=-122/1085, 3-20=-20601309, 4-20=-1991/326, 4-21=-1991/311, 5-21=-2080/295, 5-6=-43541551, 6-7=-5781/671 BOT CHORD 1-13=-3541157. 12-13=3541157,11-12=-3541157,11-22=-9151226, 22-23=-915/226, 10-23=-9151226,10-24=-36913738; 24-25=-369/3738, 9-25=-36913738, 9-26=-528/4906, 26-27=-528/4906, 8-27=-528/4906, 8-28=52814906, 7-28=-528/4906 WEBS 4-10=-256/1781, 5-1 0=-32721464, 5-9=-385/3398, 6-9=-14281203, 6-8=-108/1403, 3-10=-484/4254, 3-11=-5086/613, 2-11=-708/144, 2-13=-1321552 NOTES - 1) 2 -ply truss to be connected together with 1 Od (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 cc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 5) Unbalanced snow loads have been considered for this design. 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 Ib uplift at joint(s) except Qt=1b) 11=843,13=752 1=137,7=445,1=137. Continued on page � 0006• 0000 0000• • • 0000 • • • • • 0000•• 0000•• •• • • 0000•• 0000•• •• • • • 0000•• 0.000• ��i\4Y"-�/��V •• *••• • 0 Soo WE •• •• • 0000 • 7f1� 8182 j s Pov�� RENEWS: 12/31/20 May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 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. Applicability of design paramenters and proper Incorporaron of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI1TP11 Quality Criteria, DSB-89 and BCSI1 Building Component ��f �G. Safety Information available from Truss Plate Institute, 583 D'Onofr:o Drive, Madison, WI 53719. the i iiVa7e !CO. INC. 1033713 I D3GR COMMON GIRDER The Truss Co., Eugene, OR 97402 Qty Ply Anslow & DeGeneault 112788850 1 2 fe�epT�.LvF11e4a1j 8.240 s Dec 6 2018 Mi rek Industries, Inc. Fri May 3 19:14:56 2019 Page 2 I D:dVXOpumktmTcljN WPIzdRSyg91 i-U3Am4kOomL_oigZlYji89FaovDGhK21 eDmEySNzK6rz 140TES- 9) Use USP MSH29 (With 10d nails into Girder & 4-10d nails into Truss) or equivalent spaced at 4-0-0 oc max. starting at 8-6-4 from the left end to 20-6-4 to conned truss(es) A8 (1 ply 2x4 DF), B10 (1 ply 2x4 DF) to back face of bottom chord. '10) Use USP JUS24 (With 4-10d nails into Girder & 4-10d nails into Truss) or equivalent at 18-6-4 from the left end to conned truss(es) A9 (1 ply 2x4 DF) to back face of bottom chord. '11) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-66, 4-7=-66, 14-17=-14 Concentrated Loads (lb) Vert: 22=-1294(B) 23=-1294(8) 24=-1294(8) 25=-1294(8) 26=1294(6) 27=-747(8) 28=-1272(8) ®WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TP11 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. L11eTRUS !CO. INC. Ob Truss Truss TypeQty Ply FAnslow & DeGeneault 12768652 1033713 E2 Roof Special 2 1 _Jnh Beffir Aica.IOpWnafl The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri Ma 3 19:14:57 2019 Page 1 ID:dVW XOpumktmTcljNPlzdRSyg91 i-yFkBl41 QXe6fK_By6QDNiT7yH7h83YPoSQzW_pzK6ry -1 1 -0 i 3-5.8 8-8-12 14-0-0 17-5-8 18-8-8 _1-_3-0 3-5-8 5-3-4 5-3-4 3-5-8 1-30 4x4 = f2I�9 PLATES GRIP MT20 220/195 Weight: 90 Ib FT = 20% Scale = 1:39.0 12 8x8 % 8 5.00 12 8x8 Plate OffsetSLU)- 12,0-2.0 0-0-41 [3,0-3-4.0-2-01,15,0-3-4.0-2-01,16,0-2-0.0-0-41- f8:0 -1 -0 -Edge). [12:0-1-0.Edgg) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.08 9-10 >999 360 (Roof Snow --25.0) Lumber DOL 1.15 BC 0.41 Vert(CT) -0.14 9-10 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.53 Horz(CT) 0.13 8 n/a n/a BCLL 0.0 Code IRC20151TP12014 Matrix -MSH BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BOT CHORD REACTIONS. (Ib/size) 12=779/0-5-8 (min. 0-1-8),8=779/0-5-8 (min. 0-1-8) Max Horz 12=143(LC 9) Max Uplift 12=-111(LC 10), 8=-111(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-289/71, 3-13=902/90, 4-13=-821/105,4-14=-821/125, 5-14=-902/111, 5-6=-289/57, 2-12=-338/90, 6-8=-338/81 BOT CHORD 11-12=-264/1615, 10-11=-234/1415,9-10=-108/1415,8-9=-121/1615 WEBS 4-10=-24/473, 5-10=-767/189,5-9=-8/637,3-10=-767/231,3-11=-60/637, 312=-1646/212, 5-8=-1646/140 Structural wood sheathing directly applied or 5-11-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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) Bearing at)oint(s) 12, 8 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 Ib uplift at joint(s) except Qt=1b) 12=111.8=111. LOAD CASE(S) Standard •0.400 0066 •6••• as • 0900 • • •666•• •0606• •• • • • • • 0000•• 0•• •0 L, •• •• ••••0• • • ti •0•• RENEWS: 12/31/20 May 7,2019 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction Is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPII Quality Criteria, DSB-89 and SCSI1 Building Component yy, Safety Information available from Truss Plate Institute, 583 D'Onofdo Drive, Madison, WI 53719. LlleTRUSSCO. INC. Truss Type Qty Ply Anslow, & DeGeneault 112766653 Roof Special 1 7 The Truss Co., Eugene, OR 97402 -1-3-03-58 5-8-12 -0-0 17-5-10 1-3-0 3-58 5-3-4 5-3-4 3510 4x4 = 11 8x8 5.00 12 L4 0 r 175sII 1 958 5 53,4 �SifL - Plate Offsets (X.)O-- E2-0-2-0.0-0-41-13-0-3-4.0-2-01,1510-: Q�-4j.j6:0-2-0.0-0-01, , H 1.0-1-0_Edgel CING- 2-0-0 CSI. LOADING (psf) SPA TCLL 25.0 I/defl (Roof Snow=25.0) Plate TCDL 8.0 Lum Rep SCLL 0.0 Code SCDL 7.0 >999 CING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES Grip DOL 1.15 TC 0.41 Vert(LL) -0.08 8-9 >999 360 MT20 bar DOL 1.15 BC 0.43 Vert(CT) -0.14 8-9 >999 240 Stress Incr YES WB 0.54 Horz(CT) 0.14 7 n/a n/a IRC2015/TP12014 Matrix -MSH Weight: 88 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD E30T CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BOT CHORD REACTIONS. (Ib/size) 11=783/0-5-8 (min. 0-1-8),7=683/0-5-10 (min. 0-1-8) Max Horz 11=137(LC 9) Max Uplift 11=-112(LC 10), 7=-85(LC 11) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-291/73, 3-12=911/99, 4-12=-828/112, 4-13=-831/130, 5-13=912/115, 5-6=-297/60, 2-11=-339/92 BOT CHORD 10-11=-289/1627, 9-10=-257/1426, 8-9=-162/1465, 7-8=-182/1671 WEBS 3-10=-70/641, 3-9=-755/238, 4-9=-28/485, 5-9=-8091212, 5-8=-30/657, 3-11=-1659/225, 5-7=-1692/177 Scale= 1:38.2 GRIP 220/195 Ib FT = 20% Structural wood sheathing directly applied or 5-10-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOT3L- 1)tin ♦: ASCE 7-10; Vult='120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. Il; Exp B; Enclosed; t:1WFr.S (envelope, gab;, )nd zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) -CL_: F.S7E 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow lords havo been considered for this design. 4) This truss has been designei for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs 1.00-c, nc.,rrent with other live loads. 5) Tl';s tru^s has beef designed for a 1(' 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has beei'6e iyned 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 b gween the bottom chord and ony other members. ') Bearing a, joint(s) 17, 7 considers paral:a. to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify rao.-olYof bearing ---s, 8) Provide mechanical connection (by otters) A truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 7 except (it=1b) 1='112. LOAD CASE(S) Stanoaid' RENEWS: 12131/20 May 7,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with Mi Tek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design paramenters and proper Incorporation of component is responsibility of building designer- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component 7.. Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. The Truss Co., Eugene, OR 97402 8.240 5 Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:59 2019 Page 1 D:dVXOpumktmTclj N WPlzdRSyg91 i-uervim2g3GMNZII KDrFmuCHvROBXTf4vkSc3izK6rw -1� 3-5-8 8-8-12 140.0 15-5-8 1-3-0 5-3-4 5-3.4 1-5-8 -6-8 4x4 = 12 8x8 3x4 5.00 12 i 3 `rdL I a A f2- -_ I. 10-ID__4 13 I� "io Scale = 1:38.1 Plate Offsets(X.Y)-- 120-2-0.00-4] Truss Type Qty Ply Anslow&DeGeneault112768654 ;;7__]E"'u6S d) Roof Special 1 1 LOADING (psf) SPACING- Job R[eniootlonalt The Truss Co., Eugene, OR 97402 8.240 5 Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:14:59 2019 Page 1 D:dVXOpumktmTclj N WPlzdRSyg91 i-uervim2g3GMNZII KDrFmuCHvROBXTf4vkSc3izK6rw -1� 3-5-8 8-8-12 140.0 15-5-8 1-3-0 5-3-4 5-3.4 1-5-8 -6-8 4x4 = 12 8x8 3x4 5.00 12 i 3 `rdL I a A f2- -_ I. 10-ID__4 13 I� "io Scale = 1:38.1 Plate Offsets(X.Y)-- 120-2-0.00-4] [3:0-3-D-0-2-0] j5:0-1-]20]-81[]20.1-0-Edgg]-f]30-7-0.0.1 d) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 25.0 plate Grip DOL 1.15 TC 0.47 Vert(LL) -0.06 10-11 >999 360 MT20 220/195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.37 Vert(CT) -0.10 10-11 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.48 Horz(CT) 0.09 13 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 82 Ib FT = 20% 13-DL7.0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BOT CHORD REACTIONS. (Iblsize) 12=725/0-5-8 (min. 0-1-8).13=624/Mechanical Max Harz 12=150(LC 9) Max Uplift 12=-107(LC 10), 13=-74(LC 11) Max Grav 12=725(LC 1), 13=787(LC 29) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-262/71, 3-14=774/92, 4-14=-683/105, 4-15=-726/120, 5-15=-889/105, 5-6=1345/146,8-13=-787174, 2-12=-320/91 BOT CHORD 11-12=282/1465, 10-11=-250/1282,9-10=-157/1219,8-9=-38/284 WEBS 3-11=-67/585, 3-10=735/238, 4-10=-18/360, 5-10=611111162, 6-9=-120/977, 6-8=-720/53,3-12=-1497/214 Structural wood sheathing directly applied or 4-9-7 oc purlins, except end verticals, and 2-0-0 oc purlins (6-0-0 max.): 6-7. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection, in accordance with Stabilizer 111 Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.Bpsf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category il; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered forthis design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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. 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) Refer to girder(s) for truss to truss connections. 9) Bearing at joint(s) 12 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 13 except Ot=1b) 12=107. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard V16l82222� VOW RENEWS: 12131/20 May 7,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11711-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult - ANSITTPII Quality Criteria, OSB -89 and SCS11 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. theTRUSSCO. INC. rJI b Truss Truss Type Qty Ply Anslow8 DeGeneaull112768fi55 033713 F1GE GABLE 1 1 all 'The Truss Co., Eugene, OR 97402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:15:00 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyg91 i-NgPHw63lgZUEBStXnZm4J5IX4muG?CE80CAb8zK6ry -1�-0 6-60 i 13-0-0 143-0 1-3-0 6-6-0 6-6-0 1-3-0 6x6 -Z�- Scale =1:33.6 1.5x4 11 -_ -- , , ,,, 1.5x4 11 F1 late Offsets (X,Y)-- [2:0-3-8, Edge]. [2:0-1-12,0-0-4], [3:0-5-4,0-1-0], [4:0-5-4,0-1-0], [5:0-5-4,0-1-0], [6:0-4-0,0-24], [7:0-5-4,0-1-0], [8:0-5-4,0-1-0], [9:0-5-4,0-1-0], [10:0-1-12 ,0-0-121. 110:0-3-a,EdgA LOADING (pst)SPACING- L/d 2-0-0 CSI. DEFL. in (loc) TCLL 25.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) 0.00 16-17 {Roof Snow=25.0) Lumber DOL 1.15 BC 0.15 Vert(CT) 0.00 16-17 TCDL 8.0 Rep Stress Incr YES WB 0.14 Horz(CT) -0.00 13 T3CLL 0.0 Code IRC2015ITPI2014 Matrix-RH DCDL 7.0 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING- TOPCHORD BOTCHORD OTHERS 2x4 DF Stud WEDGE Left: 2x10 OF SS, Right: 2x10 DF SS REACTIONS. All bearings 5-6-5. (lb) - Max Horz 17=-96(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) except 16=-113(LC 17), 17=-142(LC 10), 14=-112(LC 18), 13=-144(LC 11) Max Grav All reactions 250 Ib or less atjoint(s) 16, 14 except 15=440(LC 1), 17=560(LC 17), 13=554(LC 18), 13=336(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHS )KU 2-3=-791368, 3-4=-55/447, 4-5=-11/364, 5-6=0/374, 6-7=0/374, 7-19=-8/367, 8-19=-101331, B-9=-54141, 1-10=-78/390 BOTCHORD 2-18=-321 08, 17-18=,321/106,16-17=-321/106,15-16=-3211106,14-15=-3231106, 13-14=-323'106,12-13=-323/100,10-12=325/108 WEBS 6-15=-39910, 4-17=-4011:.3, C-:3=-399/120 I/defl L/d PLATES GRIP >999 360 MT20 220/195 >999 240 n/a n/a Weight: 95 Ib FT = 20% Structural wood sheathing directly applied or 10-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. hat Stabilizers and required cross bracing MiTek recommen s _t be installed during truss erection, in accordance with Stabilizer Installation guide_ nICTES- 1) Wind: ASCE 7-10; Vuft=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. II; Exp B; Enclosed; I`YX.7r.[ (:nvelope) gable end zone; ca.ltilev )r left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grin 001.=11.60 2) Truss designed for H nJ 'o -ids in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Uab a End Details as applicable, or consult g�a;ified building designer as per ANSI/TPI 1. 3) TCLL: ASSE 7-10; Pf=25.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.10 4) Unbalanced snow loads hava been considered for this design. 'S) This truss has been designed for greeter of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs ixm-c.rxc Trent with other live loads. 6) AI' p'etes'are 3x6 MT20 -mless otherwise indicated. 7) Gable studs spaced at -1- 4 0 Go. e) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 16, 142 Ib uplift at joint 17, 112 Ib uplift at joint 14 and 144 Ib uplift at joint 13. LOAD CASE(S) Standard RENEWS: 12131/20 May 7,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding AA fabrication, quality control, storage, delivery, erection and bracing, consult ANSIfrPl1 Quality Criteria, DSB-89 and BCSN Building Component i. •� Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. t` eTRtTSSCO. INC. Job Truss Truss Type Qty Ply Anslow & DeGen'suit in (Joe) I/dell 112766656 J1033713 F2 Common 2 1 I he I rues co., tugene, Olt 91402 8.240 s Dec 6 2018 MiTek Industries, Inc. Fri May 3 19:15:00 2019 Page 1 ID:dVXOpumktmTcljNWPIzdRSyg91 i-NgPHw63lgZUEBStXnZm4J51Skrk5GOGE80CAbBzK6ry 6-6-0 13-0-0 i 1-30 6-6-0 6-6-0 4x4 = 4 1.5x4 11 3x8 11 3x8 11 127 Scale = 1:29.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.05 7-10 >999 360 MT211 2201195 (Roof Snow=25.0) Lumber DOL 1.15 BC 0.33 Vert(CT) -0.07 7-10 >999 240 Rep Stress Incr YES WB 0.07 Horz(CT) 0.02 2 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 Matrix -MSH Weight: 51 Ib FT = 20% BCLL 70 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud SLIDER Left 2x4 DF No.2 2-0-0, Right 2x4 DF No.2 2-0-0 REACTIONS. (Ib/size) 6=51610-5-8 (min. 0-1-8), 2=606/0-5-8 (min. 0-1-8) Max Horz 2=90(LC 9) Max Uplift 6=-64(LC 11), 2=-88(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 3-16=-517/84, 4-16=-487/99, 4-17=-499/97, 5-17=-517/82 BOT CHORD 2-7=-33/446, 6-7=-33/446 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=120mph (3 -second gust) Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp B; Enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.10 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non -concurrent with other live loads. 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 64 Ib uplift at joint 6 and 88 Ib uplift at joint 2. LOAD CASE(S) Standard •••0c 0 0 0000 0000• 0 00•• •0.0•• •• 90000• • • • • 0000•• •• • • • •••00• 00 e so so •••• qtr ®• -_ • +P ••• ••0•. 82 E ••• •• r • OREGON 7n6132 P��1' RENEWS: 12/31/20 May 7,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 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. Applicability of design paramenters and proper incorporation of component is responsibility of building tlesigner- not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility ofthe erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult — ANSIITPI1 Quality Criteria, DSB-89 and BCSI1 Building Component Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719, LiLeTRUSSCO. INC.