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TUFF SHED Truss: LO1 <br /> 46. 61777 SOUTH HARRISON STREET Job: 170-1547553-MODISETTE <br /> SUITE 600 DesignerJS <br /> DENVER,CO 80210 Date: 10/14/20 08:44:12 <br /> Page: 1 of l <br /> SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY <br /> 20-0-0 3.89/12 2 0-10-8 0-10-8 0-0-0 0-0-0 1 24in 74Ibs <br /> I 21-9-0 <br /> P_10-I 10-0-0 I 10-0-0 13-10-81 <br /> 10-0-0 20-0-0 <br /> 2xx4,824I <br /> Tin <br /> 24I S. <br /> „ • 241 <br /> I 2x4 <br /> 3.89 12 2 3 • •• gg • 9 qq 12 3.89 <br /> 4 2r�4 : 1 224 I : 210 <br /> o <br /> • <br /> ill <br /> : <br /> . . <br /> 31 2 3 i 11 <br /> 2x, I 2x• I 2x• I 2x4fx.2x• I 2x' I 2x I 2x• I <br /> 0-0-0 0-0-0 <br /> 20-0-0 <br /> 20-0-0 <br /> All plates shown to be Eagle 20 unless othemise noted <br /> Loading(psi) General CSI Deflection U (loc) Allowed <br /> TCLL: 30 Bldg Code: IRC2018/ TC: 0.17(1-2) VertTL: Din L/999 (11-12) L/180 <br /> TCDL: 10 TPII-2014 BC: 0.05(20-1) VertLL: Din L/999 11 L/240 <br /> BCLL: 0 RepMbr: No VICb: 0.05(2-20) IlorzTL: Din <br /> B C DL: 10 Lumber D.O.L.: 115% <br /> Reaction <br /> Brg Combo Brg Wdth Max React Ave React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz <br /> 1 • 3121bs 107 plf -16lbs -391bs -861bs -86 Ibs 270 Ibs <br /> Material Bracing <br /> TC: HE#2 2 x 4 TC: Sheathed or Purlms at 6-3-0,Purlin design by Others. <br /> BC: I IF#2 2 x 4 BC: Sheathed or Purlins at 10-0-0,Perlin design by Others. <br /> Vltb:I IF Stud 2 x 4 <br /> Loads <br /> 1)This 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 ft x 24 ft,h=15 ft,End Zone Truss,Both end webs considered. DOL=1.60 <br /> Member Forces Table indicates:Member m,max CST,nip(axial ince,(mac a,nq r.face if diffuent from max axial face).Only faces grater thin 3001bs are shown in this table <br /> TC <br /> BCI <br /> Web I <br /> Notes <br /> I)Unless noted otherwise,do not cut or alter any truss member or plate without prior approval from a Professional Engineer <br /> 2)Gable requires continuous bottom chord bearing. <br /> 3)Gable webs placed at 24"OC,U.N.O. <br /> 4)Attach gable webs with 2x4 20ga plates,U.N.O. <br /> 5)Bracing shown is for in-plane requirements. For out-of-plane requirements,refer to BCS1-B3 published by the SBCA. <br /> 6)The fabrication tolerance for the roof truss is 0%(Cq=1.00). <br /> 7)At least one web of this truss has been designed with a panel point in the web.All panel points on such webs shall be braced laterally perpend bular to the plane of the J J. <br /> truss.Lateral braces shall be instrllled within 6"of each web panel point er) 1�A$ ik/ <br /> 8)A aeep factor of 1.50 has been applied for this truss analysis. �0 &/-"Sii/ <br /> 9)Due to negative reactions in gravity bad cases,special connections b the bearing surface at joints II,1 may need to be considered. / 4 J A y( (jt <br /> 10)Listed wind uplift reactions based on MWFRS&C&C loading. ~ ! i- ),,,liti, <br /> .r.,,,, <br />, . 'I •' S a l ST0' <br /> 28 OCT 2020 <br /> ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANY TRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCIEI)TO TnreBuild)Ttiss Software v5.6355 <br /> REFER TO ALL OF TifE INSTRUCTIONS,LLMITATIONSAND QUALIFICATIONS SEE FORTH IN THE ENGLE METAL PRODUCT'S DESIGN NOTES ISSUED WMI Eagle Metal Products <br /> THIS DESIGN AND AVAILABLE FROM EAGLE UPON RH)UEST.DESIGN VALID ONLY WHEN EAGLE METAL CONNECTORS ARE USED. <br />