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1-li-0 0-0,1-0-0 Sx10M71Uk= 7-0-0 REACTIONS (Ib/size) 2-645/0 3 B, 4-645i0 3 8 MaxI lorz2-31(LC !) Max llplift2- 9n(I C 9). 4- 9)(1 C 10) Mdx Grav2_6,19(LC 2). 4-v-19(LC 2) FORCES (lb) fvlaxin-mm I ensinn IUP( IIORD i ' U;'1tS.G :' 1�iytS3U�, i -I -t )�b.31�,:i-U ib :.it:�,'i• 1 E'c4 :� u. 1-:� G ti3 I'•O I (:I IO1i11 ? (i- ?4?'l SE'i(>. 1 ii= ?4?.'l3�GG WEB, 343--2i7r_s9 NOTES 1) l ribalanred roof live Triads have keen cnnsidered for this desigJn 2) Wind- ASCE 7.05; 90mph; h=25tt; I CUL =4 2pst; BGIA-=6 Opst; C=ategory II; Exp B; enc=losed; MWI-R5 (lour -rise) gable end zone aryl C -C Exterior(2) zone, cantilever left and right exposed , erxi vertical left ar-rJ right exposed, Lumber DOL=0.00 [date grip DOL=O 00 Plate metal D01.=0 00. This truss is designed for G G for members and forces, alai for MW FRS for reactions specified. 3) TOLL: ASCE 7-05, Pi25.0 psf (roof live load: Lumber DOL -0.00 Plate DOL -0.00 Plate metal DOL -0.00), r'y-3b.? psf (ground snow); I's -24.7 pst (root snow: Lumber DOL -0.00 I'late DOL -0.00 Plate metal DOL -0.00); Category 11: Exp B; Fully Exp., Ct-1 .1 4) Hoot design snow load has been reduced to acx:ourlt for slope 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of rain roof live load of 16.0 psf or 1.00 times flat roof load of 24.11 psf Uri overhangs non -concurrent with other live loads. CP1r�hincttWr�rAfr><xortietin desiuned for a 10.0 Usf bottom chord live load nonconcuffent with anv other live loads. :1 4 no 12 - --- - - 3 -_ 7 I - - -:. ,- 14-0-0 '-0-0 7-O-0 LOADING (psf) SPACING 2-0.0 CSI DEFL in (roc) Udefl Lid PLATES GRIP ICL l_ tri 0 Plates Increase 1 00 1 (; O 58 Vert(11) O 15 h x-999 240 MI ?O 197/144 TCDL 7.0 LUrnbel Increase 1.00 BC 0.59 VerL(TL) -0.32 2-6 X515 180 PAT 18H 197/1'1'1 13CLL 0.0 Rep Stress In(;r YES WD O.bb I loiz(TL) 0.1 b i n/a n/a ti(:DL 10.0 Code II IC2003/ 11'12002 (Matrix) Weight: 36 lb LUMBER BRACING TO 2 X 4 SPF No.2 TOP CHORD Struclurdl wood sheathing directly applied or 3-5-•1 UC purlins. 13C 2 X 4 SPF 1 boUL- 1.oE DOT CHORD Rigid ceiling directly applied or 1 U -U -U oc bracing. WB 2 X 3 SPF Stud REACTIONS (Ib/size) 2-645/0 3 B, 4-645i0 3 8 MaxI lorz2-31(LC !) Max llplift2- 9n(I C 9). 4- 9)(1 C 10) Mdx Grav2_6,19(LC 2). 4-v-19(LC 2) FORCES (lb) fvlaxin-mm I ensinn IUP( IIORD i ' U;'1tS.G :' 1�iytS3U�, i -I -t )�b.31�,:i-U ib :.it:�,'i• 1 E'c4 :� u. 1-:� G ti3 I'•O I (:I IO1i11 ? (i- ?4?'l SE'i(>. 1 ii= ?4?.'l3�GG WEB, 343--2i7r_s9 NOTES 1) l ribalanred roof live Triads have keen cnnsidered for this desigJn 2) Wind- ASCE 7.05; 90mph; h=25tt; I CUL =4 2pst; BGIA-=6 Opst; C=ategory II; Exp B; enc=losed; MWI-R5 (lour -rise) gable end zone aryl C -C Exterior(2) zone, cantilever left and right exposed , erxi vertical left ar-rJ right exposed, Lumber DOL=0.00 [date grip DOL=O 00 Plate metal D01.=0 00. This truss is designed for G G for members and forces, alai for MW FRS for reactions specified. 3) TOLL: ASCE 7-05, Pi25.0 psf (roof live load: Lumber DOL -0.00 Plate DOL -0.00 Plate metal DOL -0.00), r'y-3b.? psf (ground snow); I's -24.7 pst (root snow: Lumber DOL -0.00 I'late DOL -0.00 Plate metal DOL -0.00); Category 11: Exp B; Fully Exp., Ct-1 .1 4) Hoot design snow load has been reduced to acx:ourlt for slope 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of rain roof live load of 16.0 psf or 1.00 times flat roof load of 24.11 psf Uri overhangs non -concurrent with other live loads. CP1r�hincttWr�rAfr><xortietin desiuned for a 10.0 Usf bottom chord live load nonconcuffent with anv other live loads.