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Tuff Shed Truss:TO1 <br /> 1777 S Harrison St JobName: 170-1089910 <br /> Suite 600 Designer SJ <br /> Denver,CO 80210 Date: 02/20/17 10:02:57 <br /> Page: 1 of 2 <br /> SPAN PITCH QTY OHL OHR CANT L CANT R PLYS SPACING WGT/PLY <br /> 20-0-0 6/12 9 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 73 lbs <br /> 21-8-0 <br /> 1-1-10-1 5-3 4 3-4 <br /> I 4-8-12 <br /> 1 0 0 I 44-8 4-8-12 I 0-0-0 ?-10-1 <br /> 4/- <br /> -- t <br /> 34/ 3x4\ <br /> tg 6 12 4 12 6 <br /> in Y <br /> co in <br /> in <br /> r? <br /> Y <br /> 0 <br /> 1 3x6- 3X¢- <br /> T1 2x4 7 2x4 <br /> 5x8- <br /> 0-0-0 0-0-0 <br /> 5-3-4 4-8-12 4-8-12 5-3-4 <br /> I I <br /> 5-3-4 10-0-0 14-8-12 I 20-0-0 <br /> All plates shown to be Eagle 20 unless otherwise noted. p <br /> ,I.s...,41.i.:,i;I,,,,,I. <br /> Loading(psi) General CSI Summary Deflection L/ (loc) Allowed <br /> TCLL: 25 Bldg Code: IRC2015/ TC: 0.30(1-2) Vert TL: 0.13 in L/999 (6-7) L/180 <br /> TCDL: 10 TPII-2014 BC: 0.44(8-1) Vert LL: 0.06 in L/999 7 L/240 <br /> BCLL: 0 Rep Mbr Increase:Yes Web: 0.29(4-7) Horz'FL: 0.06 in 5 <br /> BCDL: 10 Lumber D.O.L.: 115 <br /> Reaction Summary <br /> ■I y . <br /> t - <br /> ITombo Brg Width Rqd Brg Wnddh Max React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz • go S,,j �.1:/-Brg C <br /> 1 3.5 in 1.58 in 9581bs 1191bs -279 lbs -2791bs -271bs r <br /> 5 1 3.5 in 1.58 in 958 lbs • -119 lbs -279 lbs -279 lbs <br /> r <br /> Material SummaryBracingSummary d ` 2 <br /> TC HE#2 2 x 4 TC Bracing: Sheathed or Purlins at 4-4-0,Purlin design by Others. h '' <br /> BC HF#2 2 x 4 BC Bracing: Sheathed or Purlins at 10-0-0,Purlin design by Odgers. pq 1 <br /> tr <br /> Webs HF Stud 2 x 4 i 40'x, Ih .4 <br /> Loads Summary <br /> 1)This truss has been designed for the effects of wind loads in accordance witgASCE7-10 with the following user defined input: 115 mph(Factored),Exposure C,Enclosed,Gable/Hip, `>, 0,/, 4''1` t't . `� <br /> Risk Category II,Overall Bldg Dims 20ftx20$h=1Sft,End Zone TrssBoth end webs considered.DOL=1.60 fS1£� •Cg ,' <br /> 2)Unbalanced roof live loads have not been considered. v S/() 4 5 ' <br /> 3)Minimum storage attic loading has been applied in accordance with IRC 301.5 �.,. ' <br /> Member Forces Summary Table indicates:Member ID,roax CSI,max axial force,(max comps force if different fmmmax axial force).Only forces greater than 3001bs are shown in this table. <br /> lb <br /> TC l 2 0.297 -1,594 @s 3d 0.266 -1,102 lbs <br /> 2-3 0.266 -1.102 Ib 4-5 0.297 -1.594 lbs <br /> BC 5.6 0.440 1.364 lbs (-244 lbs)6-7 0.371 1,361 lbs (-245 @s)7.8 0.371 1,361 lbs (-245 lbs)8-1 0.440 1,364 lbs (-244 lbs)' <br /> webs 2-7 0.293 -512 lbs 4-7 0.293 -512 lbs <br /> 3-7 0.226 600 lbs (-134 Ibs) <br /> Notes: <br /> 1)Unless noted otherwise,do not cut or alteranytoss member or plate without prior approval from a Professional Engineer. <br /> 2)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used. <br /> 3)The fabrication tolerance for this roof truss is 0%(Cq=1.00). <br /> 4)Brace bottom chord with approved sheathing or purlins per Bracing Summary. <br /> 5)Creep has been considered in the analysis of this truss <br /> 6)listed wind uplift reactions based on MWFRS&C&C loading <br /> Plate:3x6- Plate:3x4/ 2 Plate:4x6- 3 Plate:3x4\ <br /> T T T 41 1 .tiiM <br /> ,,0 0., <br /> TMI ® Ate\ <br /> to <br /> N <br /> 1.4—3-4-1.1 Angle:0 deg 1- 2—Ai Angle:27 deg Mgle:O deg Mgle:27 deg 14-1 12 <br /> ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUCTED TO REFER TO ALL TrueBuildei Software v5.5.2.231 <br /> OF THE INSTRUCTIONS,LIMITATIONS AND QUALIFICATIONS SETFORTH IN THE EAGLE METAL PRODUCTS DESIGN NOTES ISSUED WITHTHIS DESIGN AND Eagle Metal Products <br /> AVAILABLE FROM EAGLE UPON REQUEST.DESIGN VALID ONLY WHEN EAGLE METALCONNECTORS ARE USED. Dallas,IX 75234 <br /> "^e <br /> ) t, ) <br />