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• <br /> r <br /> Tuff Shed Truss:LO1 <br /> 1777 S Harrison St JobName: 170-1089910 <br /> Suite 600 Designer: SJ <br /> Denver,CO 80210 Date: 02/20/17 10:04:41 <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 2 0-10-0 0-10-0 0-0-0 0-0-0 1 24 in 78 lbs <br /> I 21-8-0 <br /> I <br /> ?-10-0 10-0-0 I 10-0-0 ?-101 <br /> II 10-0-0 20-0-0 <br /> 6.1 <br /> 5 7 <br /> i <br /> 8 <br /> 4 i <br /> nto 6 12 —71216 <br /> I 3 9 <br /> m to <br /> ua i i <br /> :1::; <br /> 2 10 <br /> 1 3>c16 '� ■` 311 <br /> 5x6- <br /> 0-0-0 0-0-0 /' <br /> I 20-0-0 <br /> 20-0-0 <br /> All plates shown to be Eagle 20 unless otherwise noted. <br /> Loading(psi) General CSI Summary Deflection L/ (hoc) Allowed • <br /> TCLL: 25 Bldg Code: 1RC2015/ TC: 0.05(21-1) Vert TL: Oin L/999 11 L/180 <br /> TCDL: 10 TPI I-2014 BC: 0.02(12-13) Vert LL: 0 i L/999 11 L/240 <br /> BCLL: 0 RepMbrincrease:Yes Web: 0.06(6-16) HorzTL: Din <br /> BCDL: 10 Lumber D.O.L: 115% <br /> Reaction Summary 4$0111I1 I, w <br /> Brg Combo BrgVddth Max React Ave React Max Gray Uplift Max MWFRS Uplift Max C&C Uplift Max Uplift Max Horiz <br /> 1 184lbs 96 plf -38lbs -69lbs -691bs 1141bs e s 1 S fit . <br /> Material Summary Bracing Summary ', <br /> TC HF#2 2 x 4 TC Bracing: Sheathed or Purlins at 6-3-0,Purlin design by Others. <br /> BC HF#2 2 x 4 BC Bracing: Sheathed or Purlins at 10-0-0,Purlin design by Others. jt•._ ' <br /> Webs HF Stud 2 x 4 1� <br /> Loads Summary <br /> I)This truss has been designed for the effects of wind loads in accordance withASCE7-10 with the following user defined input 115 mph(Factored),Exposure C,Enclosed,Gable/Hip, + - 4 <br /> Risk Category II,Overall Bldg Dims 20 ft x 20 ft,h=15 ft,End Zone Truss,Both end webs considered.DOL=1.60 'P� 4 ,77 9 �4' ' <br /> 2)Unbalanced roof live loads have not been considered <br /> ',t,'t 'CIS11. f' 1C <br /> ax <br /> Member Forces Summary Table indicates:Member ID,mCSI,max axial force,(rax comps force if different from=axial force).Only fomes®eater than 3001bs are shown in this table. `SS <br /> Tr <br /> Bei <br /> Webs <br /> 6Notes: <br /> 1)Unless noted otherwise,do not cuter 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 2x420ga plates,U.N.O. <br /> 5)Bracing shown is for in-plane requirements.For out-of-plane requirements,refer to BCSI-B3 published by the SBCA. <br /> 6)When this truss has been chosen for quality assurance inspection,the Double Polygon Method per TPI 1-2007/Chapter 3 shall be used <br /> 7)The fabrication tolerance for this roof truss is 0%(Cq=1.00). <br /> 8)Creep has been considered in the analysis of this truss. <br /> 9)Listed wind uplift reactions based on MWFRS&C&C loading <br /> Plate:3x6- Plate:2x4I 2 Plate:2x4I 3 Plate:2x4I <br /> T T T T <br /> Pill <br /> — <br /> 404 4 Orill 0 _ 4.00 <br /> .T Wilhil kill IIItoN <br /> IF3-4—*I Angle:0deg Angle:90 deg Angle:90 deg Angle:90 deg <br /> ALL PERSONS FABRICATING,HANDLING,ERECTING OR INSTALLING ANYTRUSS BASED UPON THIS TRUSS DESIGN DRAWING ARE INSTRUL lh)TO REFER TO ALL TrueBuild®Software v5.5.2231 <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 ONLYWHEN EAGLE METALCONNECTORS ARE USED. Dallas,Tx 75234 <br /> Jsf <br />