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22017t5-Nicole/36'Stock QV:,2. Truss-^: sm K Customer. Conifer Pacific,Inc Oregon Truss SID: �R TRUSGONFIkS Infoeoregontruss.com TID: TRUSS 503-581-8787 Date: 01/18/22 Truss Mfr.Contact:Taml Heath ,..We're Just Better Page: 1 of 1 6-9-1 5-2-12 6-0-3 6-0-3 5-2-12 6-9-1 6-9-1 11-11-13 18-0-0 24-0-3 5 29-2-15 6 36-0-0 1 2 3 4 7 6x6= 4J12 -4/12 3x6pm 3x6pm cnro 2x4pm 2x4pm 0 6x16 • 6x16 7-8 i•':; 1 7-8 4x10pm 5x8-18 4x1Bpm ', 'i, ' • J 12-4-1 11-3-14 12-4-1.i.r21 I 1 '','12-4-1 8 23-79-15 10 36-0-0 7 1 -36-0-01 Truss Weight - 220.8 lb Code/Design: IBC-2018/TPI-2019 Snow Load Specs--------- Wind Load Specs Additional Design Checks PSF Live Dead Our Factors ASCE7-16 Ground Snow(Pg) ..',25.0-psf ASCE7-16 Wind Speed(V) - 120 mph 10 psf Non-Concurrent BCLL: No TC 25.0 7.0' Live Wind Snow Risk Cat: I Terrain Cat: B" Risk Cat: I Exposure Cat: B 20 psf BC Limited Storage: No BC 0.0 1,0 Lum 1.25 1.60 1.15 Roof Exposure: Partially Exposed Bldg Dims: L - 0.0 ft B = 0.0 ft 200 lb BC Accessible Ceiling: No Total 33.0 Plt 1.25 1.60 1.15 Thermal Condition: Dnheated(1.2) M.R.H(h) = 15.0 ft Kzt = 1.0 300 lb TC Maintenance Load: No Spacing: 7o-00n00-o.c. Plies: 1 Unobstructed Slippery Roof: Yes Bldg Enclosure: Partially Enclosed 2000 lb TC Safe Load: No Repetitive Member Increase: No Low-Slope Minimums(Pfmin): No Wind DL(paf): TC = 4.2 BC = 0.6 Unbalanced TCLL: Yes Green Lumber: No Wet Service: No Unbalanced Snow Loads: Yes End Vertical Exposed: L - Yes R= Yes Fab Tolerance: 05 Creep (Kcr) = 2.0 Rain Surcharge: No Ice Dam Chk: No Wind Uplift Reporting: ASCE7 MWFRS Lu(max) = 20-00-00 C&C End Zone: 3-07-03 Material Summary Reaction Summary Deflection Summary TC 2x6 DFL 1800/1.8 TrussSpan Limit Actual(in) Location BC 2x6 DFL 1800/1.8 Reaction Summary(Lbs) Vert LL L/240 L/626(-0.68) 8-10 Webs 2x4 DFL Standard Jnt --X-Loc- React -Up- --Width- -Reqd -Mat PSI 1 02-12 4234 1185 05-08 05-05 SPF 531 Vert DL L/120 L/999(-0.23) 8-10 2x4 DFL 12 4-10 8-4 7 35-09-04 4234 1185 05-08 05-05 SPF 531 Vert CR L/180 L/468(-0.91) 8-10 Wedge 2x4 DFL Standard Max Horiz - -217 / +217 at Joint 1 Horz LL 1.00in ( 0.18) @Jt 7 Hors CR 1.50in ( 0.23) @Jt 7 Member Forces Summary Loads Summary MPL CR L/120 L/714(-0.19) 8-10 Max CSI in TC PANEL 3 - 4 0.83 This truss has been designed for the effects of an unbalanced top chord Bracing Data Summary Max CSI in BC PANEL 1 - 8 1.00 live load occurring at [18-00-00) using a 1.00 Full and 0.00 Reduced load Bracing Data Max CSI in Web 2 - 8 0.97 factor. Chords; Sheathing required or bracing This truss has been designed for a concurrent moving point ao,1b=Lave Load indicated: ...Mem... Ten Comp .CSI. and 0 lb Dead Load applied to the bottom chord starting at 0'ind ending at Purlins TC 1- 2 5077 9966 0.81 36-00-00.The point loads are applied at 2-0-0 on-center locations; total ---oc--- --From-- ---To--- iBays 2- 3 4546 8623 0.82 load deflection limits = L/120. TC 2-00-00 0 36-00-00 19 3- 4 4815 8558 0.83 BC 6-00-00 0 36-00-00 6 4- 5 4815 8558 0.83 See Loadcase Report for loading combinations and additional details. Web Bracing -- CIA 5- 6 4547 8623 0.82 Single: 8- 4 4-10 6- 7 5076 9966 0.81 Notes Continuous Restraint Bracing Req'd BC 1- 8 9258 4654 1.00 Plates designed for Cq at 1.00 and Rotational Tolerance of 0.0 degrees See BCSI-B3 3.0 7-10 9258 4583 1.00 A "pm" next to the plate size indicates that the plate has been user 8- 9 5967 2785 0.72 modified; see Plate Offsets for any special positioning requirements. Plate offsets(X,Y): 9-10 5967 2785 0.72 Continuous Lateral Restraint (CLR) rows require diagonal bracing per (None unless indicated below) Web 2- 8 790 1506 0.97 D-WEBCLRBRACE. Alternatively, see D-WEBREINFORCE. Jnt3(0,00-04), Jnt,5(0,00-04), 3- 8 934 1354 0.41 Jnt8(-00-13,00-08* Jnt10(00-13,00-08), 4- 8 2816 1578 0.49 Jntl(07-03,01-03), Jnt7(-07-03,01-03) 4-10 2816 1578 0.99 5-10 934 1354 0.41 6-10 789 1506 0.97 NOTICE Acopy of this design shell be furnished to the erection contractor.The design of this individual truss is based on design criteria and requirements supplied by Component Solutions the Truss Manufacturer and relies upon the accuracy and completeness of the information set forth by the Building Designer.A seal on this drawing indicates SIMPSON Truss studio V acceptance of professional engineering responsibility solely for the truss component design shown.See the cover page and the'Important Information&General ,yd^vr 2021.5.0.261 Notes'page for additional information.Al connector plates shall be manufactured by Simpson Strong-Tie Company,Inc in accordance with ESR-27822.All connector plates are 20 gauge,unless the specified plate size is followed by a"-18'which indicates an 18 gauge plate,or'Sit 18',which Indicates a high tension 18 gauge plate. 1,. n ' Ecatrw:2021h5GT