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TUFF SHED Truss: TO 1 <br /> 1777 SOUTH HARRISON STREET Job: 170-1547553-MODISETTE <br /> SUITE 600 DesignerJS <br /> DENVER,CO 80210 Date: 10/14/20 08:35:56 <br /> Page: 1 of2 <br /> SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY <br /> 20-0-0 3.89/12 10 0-10-8 0-10-8 0-0-0 0-0-0 1 24in 641bs <br /> 21-9-0 <br /> I 10 5-5-0 4-7-0 4-7-0 5-5-0 5-5-0 I 0 0 0 I 14 7 0 I 0 0 0 P-10-� <br /> 4x - <br /> T3.89 12 2 4\ 24/ 12 3.89 <br /> 9 el in <br /> o eb A <br /> A eb o <br /> II 3x18- 31- <br /> 3x6- 3x6- <br /> 3x6- <br /> 0-0-0 0-0-0 <br /> I 6-11-5 I 6-11-5 <br /> 6-11-5 13-0-11 20-0-0 <br /> All plates shown to be Eagle 20 unless otherwise noted. <br /> Loading(psi) General CSI Deflection V (hoc) Allowed <br /> TCLL: 30 Bldg Code: IRC2018/ TC: 0.56(1-2) VetTL: 0.32in L/726 7 L/180 <br /> TCDL: 10 TPI1-2014 BC: 0.86(5-6) VetLL: 0.14in L/999 7 L/240 <br /> BCLL: 0 Rep Mbr: Yes Wt: 0.32(3-6) HorzTL: 0.08 in 5 <br /> BCDL: 10 Lumber D.O.L.: 115% <br /> Reaction <br /> JT Brg Combo Brg With Rqd Brg Width Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz <br /> 1 1 3.5 in 2.09 in 1,2701bs -1201bs -3321bs -3321bs -15 lbs <br /> 5 1 3.5 in 2.09 in 1,2701bs 1201bs -332 lbs -3321bs <br /> Material Bracing <br /> TC: HF k2 2 x 4 TC: Sheathed or Purlins at 2-9-0,Purlin design by Others. <br /> BC: HF#2 2 x 4 BC: Sheathed or Purlins at 7-9-0,Purlin design by Others. <br /> Wtb:13FStud 2x 4 <br /> Loads <br /> 1)Ths truss has been designed for the effects of wind bads in accordance with ASCE7-16 with the following user defined input 115 mph(Factored),Exposure C, <br /> Enclosed,Gable,Risk Category II,Overall Bldg Dims 20 fix 24 if,h=15 ft,End Zone Truss,Both aid webs considered. DOL=I.60 <br /> 2)Minimum storage attic loading has been applied in accordance with[RC 301.5 <br /> Member Forces Table indicates:Member ID,mac CS(mrc acid Lanz,(max cowl face if diffre t firm mac axial face)Only forces yeller than 3001bs ere shown in this table <br /> TC 1-2 0.559 2,9071bs 34 0.343 2,62616s <br /> 2-3 0.343 2.62616s 4-5 0.559 -2,907 lbs <br /> 13C 56 0.859 2,723 lbs (-567 Ibs)6-8 0.676 1.847lbs (357Ibs) 8-1 0.859 2.723Ibs (-567 Ibs) I <br /> Web 2-8 0.098 -r42 lbs 3 8 0.320 850 lbs (-113 lbs) 3-6 0.320 850 lbs (-113 Ibs)4-6 0.098 -442 lbs <br /> Notes <br /> 1)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer. <br /> 2)The fabt i.IIiun tolerance for this roof truss is 0%(Cq=1.00). <br /> 3)Brace bottom chord with approved sheathing or purl ins per Bracing Summary. <br /> 4)A seep factor of 1.50 has been appliod for this truss analysis. <br /> 5)Listed wind uplift reactions based on MWFRS&C&C loading. J <br /> I ilkNet:f. h N N <br /> 28 OCT 2020 <br /> ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIE]J 10 TrueBuildDTnrss Software v5.6355 <br /> RIFERTOALLOFTHEINSTRUCHONS,LIMITATIONSANDQUALIFICATIONSSETFORITIINTHEEAGLEMEFALPRODUCTSDESIGNNOTESISSUEDWITH Eagle Metal Products <br /> THIS DESIGN AND AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. <br />