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HomeMy WebLinkAboutTRUSSES - 07-00557 - 593 E 5th S - New SFR0700557 593 E. 5th S. N iC o Q FILLMORE o �� Q-811022 E2 Job Truss Truss Type Qty Ply FILLMOREICANYON VIEW 9/7 0811022 A1G ROOF TRUSS 1 1 Job Reference (optional) a I OCK CONF rvGry I a-1r, gaw ra115, lu 63403, GLAT G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:46:15 2007 Page 1 -2-0-0 6-1-12 12-3-8 14-3-8 2-0-0 6-1-12 6-1-12 2-0-0 = scale = 12e.5 4M 12-3-8 12-3-8 LOADING (psf) TCLL 35•0 SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.73 Vert(LL) -0.14 9 n/r 90 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.16 9 n/r 80 BCLL 0.0 Rep Stress Incr NO WB 0.11 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Wind(LL) 0.06 9 n/r 120 Weight: 53lb g LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std WEDGE Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 REACTIONS (lb/size) 2=404/12-3-8, 8=404/12-3-8, 12=140/12-3-8, 13=234/12-3-8, 14=99/12-3-8, 11=234/12-3-8, 10=99/12-3-8 Max Horz 2=115(LC 6) Max Uplift2=-117(LC 7), 8=-136(LC 8), 13=-74(LC 7), 14=-184(LC 9), 11=-72(LC 8), 10=-184(LC 9) Max Grav2=599(LC 2), 8=599(LC 3), 12=140(LC 1), 13=355(LC 2), 14=130(LC 2), 11=355(LC 3), 10=130(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/191, 2-3=-163/78, 3-4=-107/67, 4-5=-125/90, 5-6=-125/82, 6-7=-107/52, 7-8=-163/45, 8-9=0/191 BOT CHORD 2-14=-1/121, 13-14=-1/121, 12-13=-1/121, 11-12=-1/121, 10-11=-1/121, 8-10=-1/121 WEBS 5-12=-118/0, 4-13=-295/78, 3-14=-196/74, 6-11=-295/76, 7-10=-196/74 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 117 lb uplift at joint 2, 136 lb uplift at joint 8, 74 lb uplift at joint 13, 184 lb uplift at joint 14, 72 lb uplift at joint 11 and 184 lb uplift at joint 10. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Q811022 181 I ROOF TRUSS 11 I 2 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:46:17 2007 Page 1 -2-0-0 4-2-15 8-1-8 12-1-14 16-2-5 1 20-2-11 1 24-3-2 28-1-11 32-4-10 2-0-0 4-2-15 3-10-9 4-0-6 4-0-6 4-0-6 4-0-6 3-10-9 4-2-15 04 11 Scale = 1:63.0 a I$ oxv n wcu = tuxiu = 10x10 = 10x10 = 8x8 = 30 II 4-2-15 8-1-8 12-1-14 16-2-5 20-2-11 24-3-2 28-1-11 32-4-10 4-2-15 3-10-9 4-0-6 4-0-6 4-0-6 4-0-6 3-10-9 4-2-15 LOADING (ps 35.0 TCLL SPACING 1-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.18 Vert(LL) -0.09 14-15 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.15 14-15 >999 180 BCDL Rep Stress Incr NO WB 0.96 Horz(TL) 0.01 13 n/a n/a .0 BCDL 80 Code IRC20031TP12002 (Matrix) Weight: 429lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF 165OF 1.5E *Except' 6-0-0 oc bracing: 13-14,12-13. W1 2 X 4 SPF-S Stud/Std, W3 2 X 4 SPF-S Stud/Std W4 2 X 4 SPF-S Stud/Std, W4 2 X 4 SPF-S Stud/Std W 3 2 X 4 SPF-S Stud/Std, W 1 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 2=369/14-0-10, 19=366/14-0-10, 18=3/14-0-10, 17=5206/14-0-10, 13=5863/6-11-8, 12=-383/6-11-8 Max Horz 2=165(LC 6) Max Uplift2=-52(LC 7), 19=-15(LC 6), 18=-102(LC 3), 17=-556(LC 7), 13=-614(LC 8), 12=-468(LC 2) Max Grav2=500(LC 2), 19=435(LC 2), 18=74(LC 2), 17=5206(LC 1), 13=6051(LC 3), 12=67(LC 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/99, 2-3=-420/72, 3-4=-488/67, 4-5=-349/77, 5-6=-508/86, 6-7=-2321/298, 7-8=-2368/290, 8-9=-3954/426, 9.10=-3795/391, 10-11=-3883/381, 11-12=-107/720 BOT CHORD 2-19=-93/266, 18-19=-93/266, 17-18=-78/333, 17-20=-65/337, 16-20=-65/337,15-16=-294/3102, 14-15=-276/3036, 14-21=-572/103, 13-21=-572/103, 12-13=-572/103 WEBS 3-19=-359/31, 3-18=-11/126. 5-18=-291/34, 5-17=-11/69, 6-17=-4639/491, 6-16=-378/3767, 7-16=-315/2565, 8-16=-3132/376, 8-15=-385/3545, 9-15=-33/194, 9-14=-388/37, 11-14=-443/4568, 11-13=-5820/609 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 2, 15 lb uplift at joint 19, 102 lb uplift at joint 18, 556 lb uplift at joint 17, 614 lb uplift at joint 13 and 468 lb uplift at joint 12. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Girder carries tie-in span(s): 41-2-10 from 14-0-0 to 25-5-0 LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply FILLMORE CANYON VIEW 9/7 0811422 B1 ROOF TRUSS 1 2 Job Reference (optional) ►.uuu s wy zu iuur m i eK incusmes, inc. rn Sep ut IUAW I i ZWI rage 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-43, 7-12=-43, 2-20=-8, 20-21=-856(F=-848), 12-21=-8 Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW SU 0811022 C1 ROOF TRUSS 4 1 ' .lob Reference(optional) STOCK COMPONENTS -IF, klaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 N6Tek Industries, Inc. Fri Sep 0710:46:19 2007 Page 1 -2-0-0 6-2-5 12-0-5 17-10-5 24-0-10 26-0-10 2-0-0 6-2-5 5-10-0 5-10-0 6-2-5 2-0-0 Scale 1/4-=1' 44 = 6-2-5 12-0-5 17-10-5 24-0-10 6-2-5 5-10-0 5-10-0 6-2-5 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.78 Vert(LL) 0.08 6-8 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.38 Vert(TL) -0.11 8-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.05 6 n/a nla BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 107 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E 'Except' W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 8 DF 1950F 1.7E, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 2=1403/0-5-8, 6=1403/0-5-8 Max Horz 2=225(LC 6) Max Uplift2=-154(LC 7), 6=-154(LC 8) Max Grav 2= 1 730(LC 2), 6=1730(LC 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-1849/79, 3-4=-1136/136, 4-5=-1136/136, 5-6=-1849/79, 6-7=0/197 BOT CHORD 2-10=-54/1266, 9-10=-54/1266, 8-9=0/1266, 6-8=0/1266 WEBS 3-10=0/227, 3-9=-729/118, 4-9=-47/681, 5-9=-729/119, 5-8=0/227 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 2 and 154 lb uplift at joint 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply FILLMORE/CANYON MEW 9/7 0811022 C1G ROOF TRUSS 1 1 Job Reference (optional) a t ut.n a,-tr, iounv raps, to o.AtN, L LAT u. 7.000 S My 29 2007 MTek Industries, Inc. Fri Sep 07 10:46:22 2007 Page 1 -2-0-0 12-0-5 24-0-10 26-0-10 2-0-0 12-0-5 12-0-5 2-0-0 Scale: 1/4 =T 4M = 24-0-10 24-0-10 Plate Offsets (X,Y): (2:0-2-5,Edgel, [14:0-2-5,Edsel. [17:0-2-8,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.13 15 n/r 90 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.15 15 n/r 80 TCDL 8.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.01 14 n/a n/a BCLL 0.0 Code IRC2003/TP12002 BCDL 8.0 (Matrix) Wind(LL) 0.06 15 n/r 120 Weight: 1251b LUMBER BRACING _ TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std *Except* WEBS 1 Row at midpt 8-21 ST6 2 X 4 SPF 1650F 1.5E, ST5 2 X 4 SPF 165OF 1.5E ST5 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 6 OF No.2, Right: 2 X 6 DF No.2 REACTIONS (lb/size) 2=397/24-0-10, 21=167/24-0-10, 22=206/24-0-10, 23=203/24-0-10, 24=198/24-0-10, 25=235/24-0-10, 26=85/24-0-10, 20=206/24-0-10, 19=203/24-0-10, 18=197/24-0-10, 17=233/24-0-10, 16=85/24-0-10, 14=398/24-0-10 Max Horz2=225(LC 6) Max Uplift2=-108(LC 5), 22=-45(LC 7). 23=-56(LC 7), 24=-46(LC 7), 25=-77(LC 7), 26=-195(LC 9), 20=-42(LC 8), 19=-57(LC 8), 18=46(LC 8). 17=-76(LC 8). 16=-194(LC 9), 14=-93(LC 8) Max Grav2=593(LC 2), 21=176(LC 8). 22=313(LC 2), 23=294(LC 2), 24=288(LC 2), 25=345(LC 2), 26=111(LC 2), 20=313(LC 3) , 19=294(LC 3), 18=287(LC 3), 17=343(LC 3), 16=112(LC 3), 14=594(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/191, 2-3=-209/145, 3-4=-167/131, 4-5=-120/131, 5-6=-106/128, 6-7=-103/146, 7-8=-113/173, 8-9=-1121165, 9-10=-103/117, 10-11=-106/61, 11-12=-107/56, 12-13=-98/61, 13-14=-152/69, 14-15=0/191 BOT CHORD 2-26=-17/179, 25-26=-17/179, 24-25=-17/179, 23-24=-17/179, 22-23=-17/179, 21-22=-17/179, 20-21=-17/179, 19-20=-17/179, 18-19=-17/179,17-18=-17/179, 16-17=-17/179,14-16=-17/179 WEBS 8-21=-156/0, 7-22=-281/65, 6-23=-260/74, 5-24=-264/69, 4-25=-285/82, 3-26=-185/79, 9-20=-281/61, 10-19=-260/75, 11-18=-264/69, 12-17=-283/81, 13-16=-184/79 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 108 lb uplift at joint 2, 45 lb uplift at joint 22, 56 lb uplift at joint 23, 46 lb uplift at joint 24, 77 lb uplift at joint 25, 195 lb uplift at joint 26, 42 lb uplift at joint 20, 57 lb uplift at joint 19, 46 lb uplift at joint 18, 76 lb uplift at joint 17, 194 lb uplift at joint 16 and 93 lb uplift at joint 14. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced ConflhV"OPI 1- Job Truss Truss Type My Ply FILLMORE/CANYON VIEW 917 0811022 C1G ROOF TRUSS 1 1 Job Reference (optional) r.uuu s way 1a zuu7 tau 1 eK mausmes, Inc. rn Sep 07 10.45:22 2007 Page 2 LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORFJCANYON VIEW W 0811022 C2 ROOF TRUSS 3 1 Job Reference(optional) I� 0 i.uuu s may zu ewr m i ex mausmes, otc. rn Sep ur iu:4o:4s ewi rage i 6-2-5 12-0-5 17-10-5 24-0-10 26-0-10 6-2-5 5-10-0 5-10-0 6-2-5 2-0-0 UG = 3 6-2-5 12-0-5 17-10-5 24-0-10 6-2-5 5-10-0 5-10-0 6-2-5 Scale = 1:47.4 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.10 1-9 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.16 1-9 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.05 5 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 1051b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except' W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 8 DF 1950F 1.7E, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 1=1194/0-5-8, 5=1412/0-5-8 Max Horz 1=-253(LC 5) Max Uplift1=-65(LC 7). 5=-155(LC 8) Max Grav1=1408(LC 2). 5=1732(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1926/98, 2-3=-1154/138, 3-4=-1150/146, 4-5=-1852/90, 5-6=0/197 BOT CHORD 1-9=-77/1343, 8-9=-77/1343, 7-8=0/1269, 5-7=0/1269 WEBS 2-9=0/233, 2-8=-806/150, 3-8=-62(705, 4-8=-730/119, 4-7=0/227 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98. 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf. Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 lb uplift at joint 1 and 155 lb uplift at joint 5. 7) This truss is designed in accordance with the 2003 Intemationat Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW EIR 0811022 C3 ROOF TRUSS 9 1 Job Reference dorsal 1� i .vuu s rosy m zwr• PA i eK mausules, inc. rn z)ep ut ium):z4 zwr rage 1 6-2-5 12-0-5 17-10-5 24-0-10 6-2-5 5-10-0 5-10-0 6-2-5 US = 5x10 � 6 7 6 5x10 ISM 11 Us = 5x5 = 6-2-5 12-0-5 17-10-5 24-0-10 6-2-5 5-10-0 5-10-0 6-2-5 0 fo Scale = 1:46.4 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.11 5-6 >999 240 MT20 1691123 TCDL 8.0 Lumber Increase 1.15 BC 0.57 Vert(TL) -0.18 5-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.05 5 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 97lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except- W 12 X 4 SPF-S Stud/Std, W 1 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=1212/0-5-8, 5=1212/Mechanical Max Horz 1=-228(LC 5) Max Upliftl=-66(LC 7), 5=-67(LC 8) Max Grav 1=1415(LC 2), 5=1425(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1937/100, 2-3=-1181/148, 3-4=-1182/148, 4-5=-1967/102 BOT CHORD 1-8=-97/1352, 7-8=-97/1352, 6-7=-19/1387, 5.6=-19/1387 WEBS 2-8=0/234, 2-7=-807/151, 3-7=-66/747, 4-7=-844/153, 4-6=0/238 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf, Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint 1 and 67 lb uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW 907 Q811022 CR1 ROOF TRUSS 4 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:46:26 2007 Page 1 -2-9-15 5-8-7 11-3-0 2-9-15 5-8-7 5-6-9 exe n 4 5-8-7 11-3-0 5-8-7 5-6-9 Scale- a+e-=r LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.82 Vert(LL) 0.06 2-6 >999 240 MT20 169/123 (Roof Snaw=35.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.07 5-6 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.98 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 46lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF-S Stud/Std 'Except' BOT CHORD W 3 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 5=1029/Mechanical, 2=692/0-5-8 Max Horz2=329(LC 7) Max Uplift5=-274(LC 7), 2=-35(LC 7) Max Grav 5= 1 146(LC 2), 2=902(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/103, 2-3=-1088/0, 3-4=-3331189, 4-5=-555/220 BOT CHORD 2-6=-195/883, 5-6=-195/883 WEBS 3-6=0/189, 3-5=-925/201 Structural wood sheathing directly applied or 5-9-2 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C. enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 5 and 35 lb uplift at joint 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-43 Trapezoidal Loads (plf) Vert: 2=-5(F=19, B=19)-to-4=-242(F=-99, B=-99), 2=-0(F=4, B=4)-to-5=-45(F=-18, B=-18) -2-0-0 4-3-8 8-0-0 12-7-15 17-5-11 22-1-10 25-10-2 i 30-1-10 32-1-10 2-0-0 4-3-8 3-8-8 4-7-15 4-9-11 4-7-15 3-8-8 4-3-8 2-0-0 Scale = 1:56.5 5x6 = 04 = 1.50 11 5x6 = 4-3-8 8-0-0 i 12-7-15 17-5-11 i 22-1-10 i 25-10-2 30-1-10 4-3-8 3-8-8 4-7-15 4-9-11 4-7-15 3-8-8 4-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.14 12-13 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.55 Vert(TL) -0.22 12-13 >999 180 Rep Stress Incr NO WB 0.57 Horz(TL) 0.07 9 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 339 lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std 'Except" W4 2 X 4 SPF 165OF 1.5E, W4 2 X 4 SPF 1650F 1.5E W4 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 2=3622/0-5-8, 9=3622/0-5.8 Max Horz 2=146(LC 6) Max UpIlft2=-780(LC 7), 9=-780(LC 8) Max Grav2=4315(LC 2). 9=4315(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/205, 2-3=-5972/1165, 3-4=-5735/1242, 4-5=-5567/1237, 5-6=-5565/1238, 6-7=-5580/1239, 7-8=-5742/1244, 8-9=-5969/1165, 9-10=0/205 BOT CHORD 2-16=-985/4553, 15-16=-985/4553, 14-15=-992/4478, 13-14=-1214/5564, 12-13=-894/4483, 11-12=-840/4551, 9-11=-840/4551 WEBS 3-16=-174/118. 3-15=-165/256, 4-15=-435/1525, 4-14=-468/2053, 5-14=-621/73, 5-13=-126/138, 6-13=-505/29, 7-13=-464/2037, 7-12=-442/1557, 8-12=-169/268. 8-11=-187/119 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) A11 loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 780 lb uplift at joint 2 and 780 lb uplift at joint 9. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 8-0-0 end setback. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 295 lb up at 22-1-10. and 884 lb down and 295 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. &"&.M(0%gStglndard Job Truss Truss Type My Ply FILLMOREJCANYON MEW SR 0811022 01 ROOF TRUSS 1 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, V 83403, CLAY (3. LOAD CASE(S) Standard 1) Snow: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-7=43(17=43), 7-10=-86, 2-15=-16, 12-15=-200(F=-184), 9-12=-16 Concentrated Loads (lb) Vert: 15=-884(F)12=-884(F) 7.000 5 May 28 2007 MiTeK Industries, Inc. Fri Sep 07 10:46:25 2007 Page 2 -2-0-0 5-2-3 10-0-0 15-0-13 20-1-10 24-11-7 30-1-10 32-1-10 2-0-0 5-2-3 4-9-13 5-0-13 5-0-13 4-9-13 5-2-3 2-0-0 Scale = 1:56.5 5x6 = 1.5x4 II 54 — 5 6 i� 5-2-3 10-0-0 15-0-13 20-1-10 24-11-7 30-1-10 5-2-3 4-9-13 5-0-13 5-0-13 4-9-13 5-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.11 12 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.18 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0,09 8 n/a n/a BCDL 8.0 Code IRC2003ffP12002 (Matrix) Weight: 151 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 185OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-9 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* W 12 X 4 SPF-S Stud/Std, W2 2 X 4 SPF-S Stud/Std W 2 2 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 10 DF 195OF 1.7E, Right: 2 X 10 DF 1950F 1.7E REACTIONS (lb/size) 2=1713/0-5-8, 8=171310-5.8 Max Horz2=-186(LC 5) Max Uplift2=-152(LC 7), 8=-152(LC 8) Max Grav2=2336(LC 2), 8=2336(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-2837/88, 3-4=-2295/128, 4-5=-1848/116, 5-6=-1848/116, 6-7=-2295/128, 7-8=-2837/88, 8-9=0/197 BOT CHORD 2-14=-170/2053, 13-14=-170/2053, 12-13=-115/1691, 11-12=-24/1691, 10-11=0/2053, 8-10=0/2053 WEBS 3-14=0/177, 3-13=-464/86, 4-13=-13/390, 4-12=-132/730, 5-12=-751/138, 6-12=-132/730, 6-11=-13/390, 7-11=-464/86, 7-10=0/177 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=-35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2 and 152 lb uplift at joint 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply FILLMORE/CANYON VIEW 9/7 0811022 D3 ROOF TRUSS 1 1 Job Reference(optional) 51 UUK L.UMI-UNtri I J-Ir, loan raps, w wvua, tLnT %2. r .wV a,v, y cu &wr w... o ...uuau I—. , .... , .. wr -. . _V_ . -2-0-0 6-2-3 12-0-0 15-0-13 18-1-10 23-11-7 30-1-10 32-1-10 2-0-0 6-2-3 5-9-13 3-0-13 3-0-13 5-9-13 6-2-3 2-0-0 stale = 1:56.5 6x10 MT18H= 30 = 6x10 MT18H= 6-2-3 12-0-0 18-1-10 23-11-7 30-1-10 6-2-3 5-9-13 6-1-10 5-9-13 6-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) lldefl Ud I PLATES GRIP TCLL•0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.10 12-13 >999 240 , MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.40 Vert(TL) -0.18 11-12 >999 180 MT18H 197/144 TCLL .0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.08 8 n/a n/a 0 BCLL .0 Qrnt a n Code IRC2003/TP12002 (Matrix) Weight: 152lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except- W 1 2 X 4 SPFS Stud/Std, W 2 2 X 4 SPF-S Stud/Std W2 2 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 10 DF 195OF 1.7E, Right: 2 X 10 DF 1950F 1.7E REACTIONS (lb/size) 2=1713/0-5-8, 8=1713/0-5-8 Max Horz 2=-223(LC 5) Max Uplift2=-161(LC 7), 8=-161(LC 8) Max Grav2=2252(LC 2), 8=2252(LC 3) BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-12. 5-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-2684/77, 3-4=-1988/123, 4-5=-1402/145, 5-6=-1402/146, 6-7=-1990/124, 7-8=-2684/77, 8-9=01197 BOT CHORD 2-13=-140/1920, 12-13=-140/1920, 11-12=-41/1358, 10-11=0/1920, 8-10=0/1920 WEBS 3-13=0/216, 3-12=-667/118, 4-12=-5/636, 5-12=-504/148, 5-11=-506/147, 6-11=-5/637, 7-11=-666/118, 7-10=0/216 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 lb uplift at joint 2 and 161 lb uplift at joint 8. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type ty Q811022 104 I ROOF TRUSS I I Ply Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:46:40 2007 Page 1 -2-0-0 7-2-3 14-0-0 16-1-10 22-11-7 30-1-10 2-0-0 7-2-3 6-9-13 2-1-10 6-9-13 7-2-3 scale = 1:5e.4 Sx8 = WO MT18H= 7-2-3 14-0-0 116-1-101 22-11-7 _ _ _, 30-1-10 7-2-3 6-9-13 2-1-10 6-9-13 7-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.17 7-8 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.75 Vert(TL) -0.28 7-8 >999 180 MT18H 197/144 TCDL 8.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.08 7 n/a n/a BCLL 0.0 BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 146lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E -Except- WEBS 1 Row at midpt 3-10. 4-9. 6-9 W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 6 DF No.2 REACTIONS (lb/size) 7=1506/0-5-8, 2=1721/0-5-8 Max Horz 2=289(LC 6) Max Uplift7=-79(LC 8), 2=-169(LC 7) Max Grav7=1832(LC 3), 2=2153(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-2494/98, 3-4=-1640/163, 4-5=-1106/175, 5-6=-1669/156, 6-7=-2562/121 BOT CHORD 2-11=-128/1749, 10-11=-129/1747, 9-10=-38/1081, 8-9=-10/1818, 7-8=-10/1818 WEBS 3-11=0/276, 3-10=-854/146, 4-10=-54/595, 4-9=-522/538, 5-9=-71/699, 6-9=-919/174, 6-8=0/279 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psF, Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 7 and 169 lb uplift at joint 2. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON MEW S 7 i Q811022 D5 ROOF TRUSS 1 2 ,lob Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID U3403, CLAY U. 1.UUU S Nay ZU LWf m 1 eK InauSvieS. InG. rn ow Ui iv:vo:v 1 cwr rdvu 1 -2-0-0 , 5-1-11 9-8-5 14-3-0 1,5-10-1p 20-5-5 24-11-15 30-1-10 2-0-0 5-1-11 4-6-11 4-6-11 1-7-10 4-6-11 4-6-11 5-1-11 Scale = 1:57.1 8x6 = 8x8 = 5-1-11 9-8-5 , 14-3-0 1,5-10-1p 20-5-5 24-11-15 30-1-10 , 5-1-11 4-6-11 4-6-11 1-7-10 4-6-11 4-6-11 5-1-11 LOADING (psf) TCLL 35.0 (Roof Snow--35.0) TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 1-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC20031TP12002 CSI TC 0.64 BC 0.78 WB 0.65 (Matrix) DEFL Vert(LL) Vert(TL) Horz(TL) in (loc) Vdefl Ud -0.18 12-13 >999 240 -0.31 12-13 >999 180 0.09 10 n/a n/a PLATES GRIP MT20 169/123 Weight: 401 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins. BOT CHORD 2 X 6 DF No.2 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 82 2 X 6 DF 180OF 1.6E WEBS 2 X4 SPF 165OF 1.5E'ExcepV W2 2 X 4 SPF-S Stud/Std, W2 2 X 4 SPF-S Stud/Std WEDGE Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 10=7719/0-5-8.2=3635/0-5-8 Max Horz2=146(LC 6) Max Upliftl 0=-1 058(LC 8), 2=-490(LC 7) Max Grav 1 0=7875(LC 3), 2=3844(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/102, 2-3=-5725/696, 3-4=-5534/717, 4-5=-5446/729, 5-6=-5270/752, 6-7=-4493/666, 7-8=-5709/811, 8-9=-8085/1105, 9-10=-10622/1425 BOT CHORD 2-16=-583/4433, 15-16=-583/4433, 15-17=-571/4357, 14-17=-571/4357, 13-14=-545/4166, 12-13=-820/6392, 11-12=-1093/8336, 10-11=-1093/8336 WEBS 3.16=-51/66, 3-15=-99/98, 5-15=-4/196, 5-14=-368/65, 6-14=-161/1160, 6-13=-354/2175, 7-13=-461/3202, 8-13=-3583/539, 8-12=-600/4240,9-12=-2539/386,9-11=-410/2971 NOTES 1) 2-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1058 lb uplift at joint 10 and 490 lb uplift at joint 2. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries tie-in span(s): 24-0-10 from 13-0-0 to 30-1-10 Continued on page 2 LOAD CASE(R ) Standard Job Truss Truss Type Qty Ply FIL MOREICANYON VIEW 2f7 Q811022 D5 ROOF TRUSS 1 2 Job Reference (optional) S I UUA UUMIjUNM i b-ir, wano raus, to oa4uo, l.W1T u. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-43, 6-7=-43, 7-10=-43, 2-17=-8, 10-17=-584(F=-576) .0 0 IYIpy LU &V I IV. Ion II Iv You Iw, ...v. . .. —W . rvv. . -%I- r Job Truss Truss Type Qty Ply FILLMORE/ CANYON VIEW 9/7 0811022 E1 ROOF TRUSS 3 1 Job Reference (optional) .i I lJUf\ {.rVIVY "Nr-IV I J-Ir. K101 K! resim. Iu v.Ytvo, L.I.J v v. I ........, ..-., -- -..... ... ...................... .-. ... -T _. -2-0-0 5-6-5 11-0-10 13-0-10 2-0-0 5-6-5 5-6-5 2-0-0 Scale = 126.4 US = 3 F0, , 5-6-5 11-0-10 5-6-5 5-6-5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 35.0 Plates Increase 1.15 TC 0.78 Vert(LL) 0.05 4-6 >999 240 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.34 Vert(TL) -0.04 4-6 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.01 4 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std WEDGE Left: 2 X 8 DF 195OF 1.7E, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 2=740/0-5-8, 4=740/0-5-8 Max Horz 2=103(LC 6) Max Uplift2=-124(LC 7), 4=-124(LC 8) Max Grav2=970(LC 2), 4=970(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-627/29, 3-4=-627/29, 4-5=0/197 BOT CHORD 2-6=-16/341, 4-6=-16/341 WEBS 3-6=-24/213 PLATES GRIP MT20 1691123 Weight: 43 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purl ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 2 and 124 lb uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0811022 1 E1G I ROOF TRUSS ID 83403. 1 Job Reference (optional) 00 s May 29 2007 M9Tek Industries, Inc. Fri Sep 07 10:46:45 2007 Page 1 -2-0-0 5-6-5 11-0-10 13-0-10 2-0-0 5-6-5 5-6-5 2-0-0 Scale = 1:28.4 40 = R 11-0-10 11-0-10 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.12 9 n/r 90 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.35 Vert(TL) -0.14 9 n/r 80 TCDL 8.0 Rep Stress Incr NO WB 0.10 Horz(TL) 0.00 8 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Wind(LL) 0,06 9 n/r 120 Weight: 48lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std WEDGE Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 REACTIONS (lb/size) 2=413/11-0-10, 8=413/11-0-10, 12=138/11-0-10, 13=240/11-0-10, 14=21/11-0-10, 11=240/11-0-10, 10=21/11-0-10 Max Horz2=103(LC 6) Max Uplift2=-143(LC 7). 8=-161(LC 8). 13=-74(LC 7), 14=-260(LC 9), 11=-72(LC 8), 10=-260(LC 9) Max Grav2=616(LC 9). 8=616(LC 9). 12=138(LC 1), 13=363(LC 2), 14=79(LC 5). 11=363(LC 3), 10=79(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/191, 2-3=-151/74, 3-4=-103/62, 4-5=-125/83, 5-6=-125/75, 6-7=-103/56, 7-8=-151/44, 8-9=0/191 BOT CHORD 2-14=-2/113, 13-14=-2/113, 12-13=-2/113, 11-12=-2/113, 10-11=-2/113, 8-10=-2/113 WEBS 5-12=-116/0, 4-13=-302/80, 3-14=-128/107, 6-11=-302/78, 7-10=-128/107 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 143 lb uplift at joint 2, 161 lb uplift at joint 8, 74 lb uplift at joint 13, 260 lb uplift at joint 14. 72 lb uplift at joint 11 and 260 ib uplift at joint 10. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type 0ty Ply FILLMOREICANYON VIEW 9f/ 0811022 E2 HOW E 1 2 .... Job Reference (optional) IC-1. I-A.r ..... Iw ITA 0.... n7 4n•AP•AQ 9M7 one 1 STOCK COMPONENTS -IF, Idaho Falls, IL) BMW. GLAY G. A 1YIoy GO LW1 11. 1 - 1I 1vw11 .,.... 1v 3-0-11 5-6-5 8-0-0 11-0-10 3-0-11 2-5-10 2-5-10 3-0-11 Stale = 1:23.2 Us II 30 4- --- 3-0-11 5-6-5 8-0-0 11-0-10 3-0-11 2-5-10 2-5-10 3-0-11 Plate Offsets (X Y): (1:0 1 10,0 1 81 (5:0 1-10,0-1-81 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35•0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.03 7 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.05 7-8 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code 1RC2003frP12002 (Matrix) Weight: 106lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=2711/0-5-815=2711/0-5-8 Max Horz 1=52(LC 6) Max Upliftl=-274(LC 7), 5=-274(LC 8) Max Grav 1=2758(LC 2), 5=2758(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3276/327, 2-3=-2283/249, 3-4=-2283/249, 4-5=-3276/328 BOT CHORD 1-8=-259/2522, 7-8=-259/2522, 6-7=-242/2522, 5-6=-242/2522 WEBS 2-8=-114/1181, 3-7=-269/2540, 4-6=-114/1181, 2-7=-972/119, 4-7=-972/119 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf: Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (fiat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 274 lb uplift at joint 1 and 274 lb uplift at joint 5. 8) This truss is designed in accordance with the 2003 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) Girder carries tie-in span(s): 19-6-6 from 0-0-0 to 11-0-10 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=-469(F=-461), 1-3=-43, 3-5=-43 Ply 0811022 F1 Falls, ROOF TRUSS 2 I, 7.000 s 10:46:46 2007 6-9-8 13-5-3 20-0-15 26-8-10 33-2-10 36-11-2 41-2-10 43-2-10 6-9-8 6-7-12 6-7-12 6-7-12 6-6-0 3-8-8 4-3-8 2-0-0 Scale = 1:71.8 6A = 30 II 8x10 = 1.5A 11 34 = 3x8 = 1.50 II o e 5 6 5x8 = 20 II 8x8 = 20 II 8x10 = 6x6 = 20 II 6-9-8 13-5-3 20-0-15 26-8-10 33-2-10 36-11-2 41-2-10 6-9-8 6-7-12 6-7-12 6-7-12 6-6-0 3-8-8 4-3-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.36 14-15 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.97 Vert(TL) -0.58 14-15 >839 180 TCDL 8.0 Rep Stress Incr NO WB 0.68 Horz(TL) 0.15 9 n/a n/a BCLL 0.0 Code IRC2003ITP12002 (Matrix) Weight: 454lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-9-5 oc purtins, except end BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF-S Stud/Std *Except* verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2 2 X 4 SPF 165OF 1.5E, W2 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-17 W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E W2 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 17=5029/0-3-0, 9=4921/0-5-8 Max Horz 17=-244(LC 8) Max Upliftl 7=-1 005(LC 5), 9=-859(LC 5) Max Grav 17=5468(LC 2), 9=4921(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-215/5, 1-2=-66/9, 2-3=-8502/1579, 3-4=-8502/1579, 4-5=-850211579, 5-6=-8827/1686, 6-7=-8843/1686, 7-8=-7324/1448,8-9=-7205/1344,9-10=01205 BOT CHORD 16-17=-861/5370, 15-16=-861/5370, 14-15=-1674/9653, 13-14=-1674/9653, 12-13=-1036/5886, 11-12=-991/5570, 9-11=-991/5570 -16=-474/1446, 2-15=-783/4174, 3-15=-437/4, 5-15=-1534/308, 5-14=-404/1303, 5-13=-1112/170, WEBS 2-17=-7069/1309, 2 6-13=-521/15, 7-13=-686/3956, 7-12=-411/1643, 8-12=-418/482, 8-11=-304/145 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1005 lb uplift at joint 17 and 859 lb uplift at joint 9. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 8-0-0 right side setback, 0-0-0 left side setback, and 8-0-0 end setback. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 329 lb up at 33-2-10 Confs ~. The design/selection of such connection device(s) is the responsibility of others. job Truss Truss Type Qty Ply FILLMORElCANYON VIEW 99 0811022 F1 ROOF TRUSS 2 Job Reference (optional) •s wnn - IA... nn nM7 RA:T..L Iw.1..nkr:ee. P- Er; cnn n7 in -A AR 9M7 Pnna 7 STOCK CUMNUNtN I s-I1%10ano raus, Iv 00WO. t,LMT %.J. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-7=-43(F=43), 7-10=-86,12-17=-200(F=-184), 9-12=-16 Concentrated Loads (Ib) Vert: 12=-884(F) Job Truss Truss Type Qty Piy FILLMORE/CANYON VIEW 9/7 0811022 F10 ROOF TRUSS 1 1 Job Reference(optional) C.: Cnn A7 1A•AR•AQ ,3M7 Donal J I Vl.l\ IrVMYVIVCry 1 J-Ir, iud7N raim, no ur v. , vv I W. 5-3-10 10-6-3 + 15-8-12 20-5-11 25-2-10 30-5-3 35-7-12 41-2-10 03-2119 5-3-10 5-2-9 5-2-9 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 Scale = 110.5 3x4 II 6x6 = 5x8 4- 5x8 = 3x4 = US Sx8 = 3x4 = 4-10-12 7-10-15 15-8-12 25-2-10 33-0-7 41-2-10 4-10-12 3-0-3 7-9-13 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.16 12-13 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.49 Vert(TL) .0.32 13-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.10 10 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 2191b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 1650F 1.5E 'Except- W2 2 X 4 SPF-S Stud/Std, W2 2 X 4 SPF-S Stud/Std W 1 2 X 4 SPF-S Stud/Std WEDGE Left: 2 X 6 DF No.2, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 10=203110-5-8, 1=1221Mechanical, 16=2216/0-5-8 Max Horz 1=-328(LC 5) Max Up11ft10=-186(LC 8). 1=-134(LC 3), 16=-149(LC 7) Max Grav10=2783(LC 3), 1=305(LC 2), 16=2693(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 3-15, 5-14, 5-13. 7-13, 2-16 FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-226/329, 2-3=-14021130, 3-4=-1891/167, 4-5=-13481164, 5-6=-17031195, 6-7=-2334/192, 7-8=-2932/174, 8-9=-3141/147, 9-10=-3535/133, 10-11=0/197 BOT CHORD 1-16=-231/225, 15-16=-145/237, 14-15=-138/1291, 13-14=-64/1599, 12-13=0/2181, 10-12=0/2599 WEBS 2-15=0/1326, 3-15=-1124/35, 3-14=-56/575, 4-14=-42/573, 5-14=-970/177, 5-13=-391/290, 6-13=-29/619, 7-13=-884/178, 7-12=-29/542, 9-12=-468/133, 2-16=-2548/159 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 10, 134 lb uplift at joint 1 and 149 lb uplift at joint 16. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Truss 1022 J F11 I ROOF TRUSS Idaho 7.000 s May 29 10:46:51 2 0 0,2 2 12�2 0 10 7-0 16-0-0 20-8-15 25-5-14 30-8-7 35-11-0 41-5-14 43-5-14 2-0-0 2-2-12 2-11-4 5-5-0 5-5-0 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 Scale = 1:74.0 5x8 i 30 = 5x8 l� 2-2-12 5-2-0 10-7-0 16-0-0 25-5-14 33-3-11 41-5-14 2-2-12 2-11-4 5-5-0 5-5-0 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.78 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.49 TCDL 8.0 Rep Stress Incr YES WB 0.80 BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 1650F 1.5E -Except- W 1 2 X 4 SPF-S Stud/Std, W 2 2 X 4 SPF-S Stud/Std W 3 2 X 4 SPF-S Stud/Std, W 112 X 4 SPF-S Stud/Std WEDGE Right: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 20=341/0-5-8, 19=2241/0-5-8, 13=2006/0-5-8 Max Horz 20=-301(LC 5) Max Uplift20=-264(LC 3), 19=-119(LC 7), 13=-185(LC 8) Max Grav20=747(LC 2), 19=2620(LC 2), 13=2771(LC 3) DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.1615-16 >999 240 MT20 169/123 Vert(TL) -0.3716-17 >999 180 Horz(TL) 0.09 13 n/a n/a Weight: 227 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-19, 8-17, 8-16, 10-16 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/191, 2-3=-229/958, 3-4=-106/408, 4-5=-93/538, 5-6=-1650/115, 6-7=-1810/164, 7-8=-1272/157, 8-9=-1689/193, 9-10=-2315/190, 10-11=-2913/172, 11-12=-3122/145, 12-13=-3516/131, 13-14=0/197 BOT CHORD 2-20=-710/284, 19-20=-710/350, 18-19=-330/254, 17-18=-144/1156, 16-17=-68/1579, 15-16=0/2166, 13-15=0/2584 WEBS 3-20=-786/260, 3-19=-255/472, 5-19=-2759/199, 5-18=-30/1804, 6-18=-996/64, 6-17=-76/603, 7-17=-39/556, 8-17=-986/179, 8-16=-3491305, 9-16=-27/599, 10-16=-884/178, 10-15=-30/541, 12-15=-469/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Bpsf; BCDL=4.8psf; Category Il; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint 20, 119 lb uplift at joint 19 and 185 lb uplift at joint 13. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Pty FILLMORE/CANYON VIEW 9/7 0811022 F12 ROOF TRUSS 1 1 ,lob Reference banal _ hArr_I. 6..I....M:— i— Ei Cnn n7 in-AIZ A OM7 P7na 1 STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. -2-0-0 2-2-12 5-2-0 10-7-0 16-0-0 20-8-15 25-5-14 30-8-7 35-11-0 41-5-14 2-0-0 2-2-12 2-11-4 5-5-0 5-5-0 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 scale = 1:72.0 5x8 �i 3A = 5x8 1.50 11 US = 3xa = axa —--- 2-2-12 5-2-0 10-7-0 16-0-0 25-5-14 33-3-11 41-5-14 2-2-12 2-11-4 5-5-0 5-5-0 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.64 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.66 TCDL 8.0 Rep Stress Incr YES WB 0.80 BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E 'Except' W 12 X 4 SPFS Stud/Std, W 2 2 X 4 SPF-S Stud/Std W3 2 X 4 SPF-S Stud/Std, W 112 X 4 SPF-S Stud/Std WEDGE Right: 2 X 8 DF 1950E 1.7E REACTIONS (lb/size) 19=335/0-5-8, 18=2254/0-5-8, 13=1799/0-5-8 Max Horz 19=328(LC 6) Max Upliftl9=-273(LC 3),18=-128(LC 7), 13=-95(LC 8) Max Grav 19=746(LC 2). 18=2622(LC 2), 13=2453(LC 3) DEFL in (loc) l/defl Ud PLATES GRIP Vert(LL) -0,1713-14 >999 240 MT20 169/123 Vert(TL) -0.37 15-16 >999 180 Horz(TL) 0.10 13 n/a Na Weight: 225 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2-11-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 5-18, 8-16, 8-15, 10-15 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/191, 2-3=-229/958, 3-4=-113/417, 4-5=-100/539, 5-6=-1650/106, 6-7=-1811/162, 7-8=-1273/156, 8-9=-1703/197, 9-10=-2332/193, 10-11=-2980/200, 11-12=-3196/173, 12-13=-3586/156 BOT CHORD 2-19=-710/285, 18-19=-710/325, 17-18=-337/237, 16-17=-169/1156, 15-16=-96/1590, 14-15=0/2197, 13-14=-51/2662 WEBS 3-19=-785/269, 3-18=-263/470, 5-18=-2761/205, 5-17=-34/1806, 6-17=-997/67, 6-16=-79/610, 7-16=-38/561, 8-16=-995/180, 8-15=-348/316, 9-15=-27/605, 10-15=-914/191, 10-14=-60/615, 12-14=-513/152 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 19, 128 lb uplift at joint 18 and 95 lb uplift at joint 13. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW 9/7 Q811022 F13 ROOF TRUSS 2 1 Job Reference(optional) 7 nnn & KA— 0301,7M7 Mi-rak Inds iclriAc_ Inc_ Fri San 07 10:46:55 2007 Pane 1 5I LAiK L:UwUN=N 1 J-Ir, auenu rcub, iu w—t—, van, . . 6-7-14 12-11-6 19-6-6 6-7-14 6-3-8 6-7-0 3x6 4 8x10 7� 7 6 5 1.5x4 II 4x4 = US = 6-7-14 12-11-6 19-6-6 6-7-14 6-3-8 6-7-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 35.0 Plates Increase 1.15 TC 0.76 Vert(LL) -0.13 1-7 >999 240 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0,21 1-7 >999 180 TCDL 8.0 Rep Stress lncr YES WB 0.64 Horz(TL) 0.04 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) acne 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650E 1.5E WEBS 2 X 4 SPF 165OF 1.5E 'Except' W5 2 X 6 DF No. 2, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 5=973/0-5-8.1=973/Mechanical Max Horz 1=421(LC 7) Max Uplift5=-254(LC 7) Max Grav 5= 141 8(LC 2). 1=1418(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1912/0, 2-3=-1080/0, 3-4=-302/203, 4-5=-379/103 BOT CHORD 1-7=-244/1313, 6-7=-244/1311, 5-6=-119/663 WEBS 2-7=0/250, 2-6=-837/162, 3-6=-30/598, 3-5=-1160/209 Scale = 111.0 PLATES GRIP MT20 169/123 Weight: 120 lb, BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 3-5 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category It Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip OOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 254 lb, uplift at joint 5. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard 0811022 1F14 , Idaho Falls, ID 83403. ROOF TRUSS s May 29 2007 MTek Industries, Inc. Fri Sep 0710:46:57 2007 Page 1 6-2-14 12-1-7 18-0-0 19-6-6 6-2-14 5-10-9 5-10-9 1-6-6 600 MT18H,i SC21e = 1 713 5x6 = 4 5 5x8 = 6 7 6 4x4 = U4 11 6x8 = 9-2-3 18-0-0 19-6-0 9-2-3 8-9-13 1-6-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 35.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.18 1-8 >999 240 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.37 1-8 >621 180 TCDL 8.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.03 6 n/a nla BCLL 0.0 Code IRC2003ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 1650F 1.5E -Except' W 12 X 4 SPF-S Stud/Std REACTIONS (lb/size) 6=985/0-5-8.1=985/Mechanical Max Horz 1=394(LC 7) Max Uplift6=-219(LC 7) MaxGrav6=1280(LC 2), 1=1431(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-192510, 2-3=-1483/0, 3-4=-420/49, 4-5=-135/21, 5-6=-1221/161 BOT CHORD 1-8=-258/1357, 7-8=-139/746, 6-7=-1/7 WEBS 2-8=-672/178, 3-8=-70/804, 3-7=-11061214. 4-7=-443/140, 5-7=-206/1383 PLATES GRIP MT20 169/123 MT18H 197/144 Weight: 123 ib BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6. 3-7, 4-7, 5-7 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live toads. 6) All plates are MT20 plates unless otherwise indicated. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 lb uplift at joint 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5-6-14 10-9-7 16-0-0 19-6-6 5-6-14 5-2-9 5-2-9 axe 3-6-6 scale = 1.60.3 6z6 = 5 6 5x8 ::: 9 8 7 40 = 6x6 = 1.50 11 8-2-3 16-0-0 19-6-6 8-2-3 7-9-13 3-6-6 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.56 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.48 TCDL 8.0 Rep Stress Incr YES WB 0.42 BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.5E 'Except' W 12 X 4 SPF-S Stud/Std REACTIONS (lb/size) 7=985/0-5-8, 1=985/Mechanical Max Horz 1=350(LC 7) Max Uplift7=-171(LC 7) MaxGrav7=1076(LC 2), 1=1402(LC 2) DEFL in (loc) VdeFl Ud PLATES GRIP Vert(LL) -0.13 1-9 >999 240 MT20 169/123 Vert(TL) -0.26 1-9 >903 180 Horz(TL) 0.03 7 n/a n/a Weight: 115 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7. 4-8. 5-8 FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=-1918/0, 2-3=-1525/0, 3-4=-1146/14, 4-5=-591/7, 5-6=-293/47, 6-7=-1057/173 BOT CHORD 1-9=-256/1368, 8-9=-1521834, 7-8=-1/6 WEBS 2-9=-591/158, 4-9=-601703, 4-8=-981/190, 5-8=-225/82, 6-8=-18011128 NOTES f; Category 11; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8ps plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint 7. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSt/TPI 1. LOAD CASE(S) Standard Job I M, Q811022 F16 , Idaho ROOF TRUSS I 1 I 1 s May 29 2007 MTek Industries, Inc. Fri Sep 0710:46:59 2007 Page 1 7-2-3 14-0-0 i 19-6-6 7-2-3 6-9-13 4x8 5-6-6 Scale = 1:53.2 �i 4x5 3 4 5x8 y 7 6 5 1.50 II 4x8 = 2x4 II 7-2-3 14-0-0 19-6-6 7-2-3 6-9-13 5-6-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud TCLL 35.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.14 1-7 >999 240 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.58 Vert(TL) -0.24 1-7 >952 180 TCDL 8.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.03 5 n/a rVa BCLL 0.0 Code IRC2003/TP12002 (Matrix) RCDL &0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except* W 12 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=985/Mechanical, 5=985/0-5-8 Max Horz 1=307(LC 7) Max Upliftl=-3(LC 7). 5=-129(LC 7) Max Grav 1=1160(LC 2), 5=985(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1535/0, 2-3=-727/22, 3-4=-383/69, 4-5=-940/148 BOT CHORD 1-7=-213/1050, 6-7=-213/1050, 5-6=-3/18 WEBS 2-7=0/284, 2-6=-854/180, 3-6=-258/102, 4-6=-158/846 PLATES GRIP MT20 169/123 Weight: 100 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-5, 2-6, 3-6 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Sheltered 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 3 lb uplift at joint 1 and 129 lb uplift at joint 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard 0811022 1 F17 I ROOF TRUSS 1 1 1 Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MTek 6-2-3 12-0-0 15-7-7 19-6-6 6-2-3 5-9-13 3-7-7 3-10-15 4x8 �, 4x4 = 3x4 II 3 4 5 1.50 II 4x8 = 40 = 6-2-3 12-0-0 19-6-6 6-2-3 5-9-13 7-6-6 Plate Offsets MY): [1:0-1-8 Edae1 [3.0-4-8 0-1-121 10:47:00 2007 Pane 1 Scale = 1:45.9 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.74 Vert(LL) -0.10 1-8 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.55 Vert(TL) -0.17 1-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 Code IRC20031TP12002 (Matrix) Weight: 102lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purtins, except end BOT CHORD 2 X 4 SPF 165OF 1.5E verticals. WEBS 2 X 4 SPF 165OF 1.5E'ExcepV BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 12 X 4 SPF-S Stud/Std WEBS 1 Row at midpt 5.6, 3-7. 4-6 REACTIONS (lb/size) 1=985/Mechanical, 6=985/0-5-8 Max Horz 1=263(LC 7) Max Upliftl=-18(LC 7), 6=-106(LC 6) Max Gravl=1272(LC 2), 6=1006(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1715/23, 2-3=-918/42, 3-4=-527/78, 4-5=-13/0, 5-6=-216/34 BOT CHORD 1-8=-203/1187, 7-8=-20311187, 6-7=-42/333 WEBS 2-8=0/225, 2-7=-839/158, 3-7=-51/126, 4-7=-99/716, 4-6=-839/116 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 1 and 106 lb uplift at joint 6. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW 917 0811022 F18 ROOF TRUSS 1 1 ,lob Reference (optional) 7 nnn. Mo.. W Irv» kATak Inrfimtoiws. Inc. Fri Sen 07 10:47:01 2007 Page 1 J I CA.FI L0UWJ "VrvGv i J-Ir, wOiru FORD, 1v awrr...., vv . .+• 5-2-3 10-0-0 14-7-7 19-6-6 5-2-3 4-9-13 4-7-7 4-10-15 Scale = 1:39.0 5x6 = 30 = 4 30 11 5 1.50 II 300 = 3x8 = 5-2-3 10-0-0 19-6-6 5-2-3 4-9-13 9-6-6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35•0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.16 6-7 >999 240 MT20 1691123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.36 6-7 >634 180 TCDL 8.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.02 6 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 93lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except* W 12 X 4 SPF-S Stud/Std, W 2 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=977/0-5-8, 6=977/0-5-8 Max Horz 1=220(LC 7) Max Upliftl=-26(LC 7). 6=-103(LC 6) Max Grav 1=1156(LC 2), 6=1133(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1560/40, 2-3=-936/52, 3-4=-645/77, 4-5=-30/0, 5-6=-278/45 BOT CHORD 1-8=-186/1079, 7-8=-186/1079, 6-7=-62/519 WEBS 2-8=0/144. 2-7=-641/138, 3-7=01183. 4-7=-56/519, 4-6=-922/126 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 5-6. 4-6 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed, MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 1 and 103 lb uplift at joint 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Truss F19 Truss Type ROOF TRUSS Qty 1 Ply 2 - nnn FILLMORE/CANYON VIEW 9/7 Job Reference Donal � Rk,, en'5M7 KA;Tdr Mrl, Mtriac Inr_ Fri Rpm 07 10*47:01 2007 Pace 1 Job Q811022 STOCK COMPONENTS -IF, Idaho Falls, Ill U34W, ULAY U. -2-0-0 4-3-8 8-0-0 13-7-7 19-6-6 2-0-0 4-3-8 3-8-8 5-7-7 5-10-15 Scale = 1:30 4 5x6 = 1.50 It SX5 _ 4-3-8 8-0-0 13-7-7 19-6-6 4-3-8 3-8-8 5-7-7 5-10-15 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.60 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.43 TCDL 8.0 Rep Stress Incr NO W B 0.62 BCLL 0.0 Code IRC2003ITP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF-S Stud/Std 'Except- W4 2 X 4 SPF 165OF 1.5E, W4 2 X 4 SPF 1650E 1.5E REACTIONS (lb/size) 7=2458/0-5-8, 2=2215/0-5-8 Max Horz2=244(LC 7) Max Uplift7=-504(LC 6). 2=-403(LC 7) Max Grav 7=2731 (LC 3), 2=2381(LC 2) DEFL in (loc) I/deft Ud Vert(LL) -0.06 8-9 >999 240 Vert(TL) -0.10 8-9 >999 180 Horz(TL) 0.02 7 n/a n/a PLATES GRIP MT20 169/123 Weight: 220 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-7 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/205, 2-3=-2917/480, 3-4=-2762/547, 4-5=-2027/387, 5-6=-2024/386, 6-7=-2242/392 BOT CHORD 2-10=-454/2201, 9-10=-454/2201, 8-9=-450/2137, 7-8=-6/49 WEBS 3-10=-143/109, 3-9=-234/157, 4-9=-384/1689, 4-8=-554/129, 5-8=-577/195, 6-8=-542/2815 NOTES 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 504 lb uplift at joint 7 and 403 lb uplift at joint 2. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Girder carries hip end with 0-0-0 right side setback, 8-0-0 left side setback, and 8-0-0 end setback. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 241 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Continued on page 2 Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW W Q811022 F19 ROOF TRUSS 1 2 Jab Reference (optional) 5 I cx;K GUMNUNI:N lb-tl% taaRO taus. IU MAW. 1AAT V. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-4=-86, 4-6=-43(F=43), 2-9=-16, 7-9=-200(F=-184) Concentrated Loads (lb) Vert: 9=-884(F) I.wu s ivray ZW cwi iva i W% UIUwuiq, UK;. rn QtW w w.W .v 9 cwr rayc c Job Thus Truss Type Qty Ply FILLMORFJCANYON MEW SU 0811022 F2 ROOF TRUSS 1 1 Job Reference (optional) a i wn L.vnvu-1 nv=ry i a-ir, imu W raus, iw or#uo, vL^ i %3. 0 ..,Pr -.... wr .,. ....-...- . .U- - 4-10-15 9-8-12 16-10-2 24-1-4 31-2-10 36-0-7 41-2-10 13-2-10 4-10-15 4-9-13 7-1-6 7-3-2 7-1-6 4-9-13 5-2-3 2-0-0 Scale = 1:71.6 Bx10 MT18H= 6x10 MT18H= 3x4 = 3A = 1.5x4 II 3 4 5 6 7 10x10 = 1.5x4 II 30 = Bx8 = Sx10 = 30 = 1.5x4 If 8x8 = 4-10-15 9-8-12 16-10-2 24-1-4 31-2-10 36-0-7 41-2-10 4-10-15 4-9-13 7-1-6 7-3-2 7-1-6 4-9-13 5-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35•0 Plates Increase 1.15 TC 0.97 Vert(LL) -0.31 13-14 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.48 13-14 >999 180 MT18H 197/144 TCDL 8.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.21 9 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 199lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2 2 X 4 SPF 210OF 1.8E, T3 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-13 WEBS 2 X 4 SPF 165OF 1.5E 'Except W 12 X 4 SPF-S Stud/Std, W 2 2 X 4 SPF-S Stud/Std W 2 2 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 1.5 X 11.88 LSL Truss Grade, Right: 2 X 10 DF 1950F 1.7E REACTIONS (lb/size) 9=2290/0-5-8.1=2080/Mechanical Max Horz 1=-214(LC 5) Max Uplift9=-178(LC 5). 1=-159(LC 6) Max Grav9=3223(LC 3). 1=2902(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4283/259, 2-3=-3737/293, 3-4=-3822/332, 4-5=-3806/330, 5-6=-3806/330, 6-7=-3830/335, 7-8=-3735/293, 8-9=-4247/254, 9-10=0/197 BOT CHORD 1-16=-303/3164, 15-16=-303/3164, 14-15=-252/2868, 13-14=-314/3817, 12-13=-113/2870, 11-12=-113/3151, 9-11=-113/3151 WEBS 2-16=0/162,2-15=-379/124,3-15=-18/343,3-14=-226/1765,4-14=-ll64/234,4-13=-168/179,6-13=-1033/190, 7-13=-229/1767, 7-12=-0/347, 8-12=-359/89, 8-11=-0f156 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 ' 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 178 lb uplift at joint 9 and 159 Ib uplift at joint 1. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Q811022 F3 ROOF TRUSS 1 I 1 I ,lob Reference (optional) 7.000 s Mav 29 2007 MTek Industries. Inc. Fri Sep 07 10:47:07 2007 Page 1 5-10-15 11-8-12 17-6-2 23-5-4 29-2-10 35-0-7 41-2-10 13-2-1 p -,1 5-10-15 5-9-13 5-9-6 5-11-2 5-9-6 5-9-13 6-2-3 2-0-0 Scale = 1:71.6 Sx8 = 30 = 1.Sx4 II 5x8 = 3 4 5 6 10x10 = 1.50 II 30 = 6x6 = 6x8 = 30 = 1.5x4 II 8x8 = 5-10-15 11-8-12 -, 17-6-2 _� _-23-5-4 , __- 29-2-10 , 35-0-7 , 41-2-10 , 5-10-15 5-9-13 5-9-6 5-11-2 5-9-6 5-9-13 6-2-3 LOADING (psf) SPACING 2-0.0 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.91 Vert(LL) -0.26 12 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.39 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.19 8 n/a n/a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 212lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1,5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E'Except' WEBS 1 Row at midpt 4-13, 4-12, 5-12 W 12 X 4 SPF-S Stud/Std, W 2 2 X 4 SPF-S Stud/Std W2 2 X 4 SPF-S Stud/Std, W 1 2 X 4 SPF-S Stud/Std WEDGE Left: 1.5 X 11.88 LSL Truss Grade, Right; 2 X 10 DF 195OF 1.7E REACTIONS (lb/size) 8=2290/0-5-8, 1=2080/Mechanical Max Horz 1=-251(LC 5) Max Uplift8=- 1 66(LC 8), 1=-117(LC 6) Max Grav8=3162(LC 3), 1=2840(LC 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4179/198, 2-3=-3473/239, 3-4=-3061/242, 4-5=-3046/239, 5-6=-3063/243, 6-7=-3469/239, 7-8=-4148/194, 8-9=0/197 BOT CHORD 1-15=-284/3080, 14-15=-284/3080, 13-14=-212/2598, 12-13=-225/3057, 11-12=-75/2598, 10-11=-57/3067, 8-10=-57/3067 WEBS 2-15=0/222, 2-14=-616/148, 3-14=-36/477, 3-13=-198/1349, 4-13=-1041/223, 4-12=-214/219, 5-12=-853/160, 6-12=-200/1345 , 6-11=-22/482, 7-11=-598/118, 7-10=0/218 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 166 Ib uplift at joint 8 and 117 lb uplift at joint 1. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Jab Truss Truss Type 0811022 F4 I ROOF TRUSS 83403, .000 s Mav 29 2007 MiTek Industries. Inc. Fri Sep 07 10:47:11 6-10-15 13-8-12 20-5-11 27-2-10 34-0-7 41-2-10 43-2-10 6-10-15 6-9-13 6-8-15 6-8-15 6-9-13 7-2-3 2-0-0 Scale = 1:71 4 6x10IUT18H= 1.5x4 II 6x10 MT18H= 1.5x4 II 5x6 = 08 = 5x6 = 1.5x4 I I exe = 6-10-15 13-8-12 20-5-11 27-2-10 34-0-7 41-2-10 6-10-15 6-9-13 6-8-15 6-8-15 6-9-13 7-2-3 LOADING (psf) TCLL 35.0 (Roof Snow=35.0) TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 2-0.0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003ITP12002 CSI TC 0.90 BC 0.86 WB 0.34 (Matrix) I DEFL in (loc) Vdefl Ud Vert(LL) -0.20 11-12 >999 240 Vert(TL) -0.34 11-12 >999 180 Horz(TL) 0.17 7 nla n/a PLATES GRIP MT20 169/123 MT18H 197/144 Weight: 203 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100E 1.8E 'Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2 2 X 4 SPF 1650F 1.5E, T3 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 2-12, 4-11, 6-10 WEBS 2 X 4 SPF 165OF 1.5E -Except- W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 10 DF 1950E 1.7E, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 7=2290/0-5-8, 1=2080/Mechanical Max Horz 1=-289(LC 5) Max Uplift7=-177(LC 8). 1=-88(LC 7) Max Grav7=3090(LC 3). 1=2768(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4032/136, 2-3=-3186/175, 3-4=-2509/159, 4-5=-2509/158, 5-6=-3177/175, 6-7=-4006/125, 7-8=0/197 BOT CHORD 1-13=-258/2953, 12-13=-258/2953, 11-12=-168/2327, 10-11=-43/2325, 9-10=0/2935, 7-9=0/2936 WEBS 2-13=0/262, 2-12=-797/175, 3-12=-43/600, 3-11=-181/988, 4-11=-992/183, 5-11=-184/985, 5-10=-32/605, 6-10=-781/150, 6-9=0/261 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 177 lb uplift at joint 7 and 88 lb uplift at joint 1. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type 0811022 1 F5 I ROOF TRUSS 1� Sep 07 10:47:13 2007 Page 1 5-3-10 10-6-3 15-8-12 20-5-11 25-2-10 30-5-3 , 35-7-12 41-2-10 J3-2-1 p 5-3-10 5-2-9 5-2-9 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 Scale = 1:71.6 e4 = 3x4 = 6x8 = i0x10 = 3x4 = 5x8 = US = 30 = 8x8 = F 7-10-15 15-8-12 _ 25-2-10 _ ,33-0-7 41-2-10 7-10-15 7-9-13 9-5-14 7-9-13 B-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.21 13-14 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.69 Vert(TL) -0.51 13-14 >957 180 TCDL 8.0 Rep Stress Incr YES W B 0.39 Horz(TL) 0.16 10 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 221 lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E *Except' WEBS 1 Row at midpt 3-14, 5-14, 5-13, 7-13 W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 1.5 X 11.88 LSL Truss Grade, Right: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 10=229210-5-8, 1=2082/Mechanical Max Horz 1=-326(LC 5) Max Uplift10=-186(LC 8). 1=-98(LC 7) Max Grav 10=3008(LC 3). 1=2687(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3924/161, 2-3=-3535/205, 3-4=-2730/200, 4-5=-2024/201, 5-6=-2016/195, 6-7=-2723/193, 7-8=-3292t175, 8-9=-3500/147, 9-10=-3895/133, 10-11=0/197 BOT CHORD 1-15=-258/2905, 14-15=-184/2485, 13-14=-87/2013, 12-13=0/2473, 10-12=0/2881 WEBS 2-15=-461/149, 3-15=-62/561, 3-14=-861/190, 4-14=-42/933, 5-14=-763/203, 5-13=460/205, 6-13=-45/939, 7-13=-852/178, 7-12=-321526, 9-12=-459/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 10 and 98 lb uplift at joint 1. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0811022 1 F6 I ROOF TRUSS , Idaho Falls, ID 83403. 7.000 s May 29 2007 5-3-10 10-6-3 , 15-8-12 20-5-11 1 25-2-10 30-5-3 35-7-12 41-2-10 f3-2-10 5-3-10 5-2-9 5-2-9 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 Scale = 1:70.6 5x8 i 30 = 5x8 -"' 10XIO = 30 = 5x12 = 5x12 = 3x4 = M = 7-10-15 15-8-12 , 25-2-10 , _33-0-7 41-2-10 7-10-15 7-9-13 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 (Roof Snow=35.0) Lumber Increase 1.15 TCDL 8.0 Rep Stress Incr YES BCLL 0.0 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.5E 'Except' W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 1.5 X 11.88 LSL Truss Grade, Right: 2 X 8 DF 1950E 1.7E REACTIONS (lb/size) 10=229210-5-8, 1=2082/Mechanical Max Horz 1=-328(LC 5) Max Upliftl0=-186(LC 8), 1=-98(LC 7) Max Grav 1 0=3008(LC 3). 1=2687(LC 2) CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.91 Vert(LL) -0.2012-13 >999 240 MT20 169/123 BC 0.69 Vert(TL) -0.4313-14 >999 180 WB 0.38 Horz(TL) 0.16 10 n/a n/a (Matrix) Weight: 221 lb BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 5-14, 5-13, 7-13 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3925/159, 2-3=-3536/203, 3-4=-2709/198, 4-5=-2008/201, 5-6=-2001/195, 6-7=-2701/191, 7-8=-3293/174, 8-9=-3502/146, 9-10=-3897/132, 10-11=0/197 BOT CHORD 1-15=-258/2906, 14-15=-186/2484, 13-14=-86/1988, 12-13=0/2472, 10-12=0/2882 WEBS 2-15=-460/149, 3-15=-58/566, 3-14=-887/190, 4-14=-41/919, 5-14=-726/201, 5-13=-723/203, 6-13=-44/926, 7-13=-878/178, 7-12=-29/532, 9-12=-458/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 10 and 98 lb uplift at joint 1. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type G811022 F6-CAP I HIP PI GYBACK I Qty � Ply 1 I FILLMORE/CANYON VIEW J/7 , Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 20D7 MTek Industries, Inc. Fri Sep 07 10:47:16 2007 Page 1 2-0-0 7-5-14 9-5-14 i 11 2-0-0 5-5-14 2-0-0 2- Scate: 314'=1' US = 3 04 = 4 30 i 3x4 0-10-15 2-1-12 7-4-2 8-6-15 9-5-14 0-10-15 1-2-13 5-2-6 1-2-13 0-10-15 7)ffsets (X.Yl: 12:0-1-11.0-1-81. 13:0-6-4.0-2-01. 15:0-1-11,0-1-81 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.95 Vert(LL) -0.02 7-8 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0,14 Vert(TL) -0.04 7-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 28 lb RCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 2=449/0-5-8, 5=449/0-5-8 Max Horz 2=26(LC 6) Max Uplift2=-47(LC 6), 5=-47(LC 5) Max Grav2=653(LC 2), 5=653(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-744/36, 3-4=-491/28, 4-5=-744/35, 5-6=0/39 BOT CHORD 2-8=-31/482, 7-8=-25/491, 5-7=-13/483 WEBS 3-8=0/170, 4-7=0/171, 3-7=-25/25 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 2 and 47 lb uplift at joint 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard 0811022 I F7 I ROOF TRUSS I 1 + 1 I Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:47:18 F 5-11-15 11-11-14 1548-12 20-5-11 25-2-10 , 30-5-3 , 35-7-12 41-2-10 13-2-10 5-11-15 5-11-15 3-8-14 4-8-15 4-8-15 5-2-9 5-2-9 5-&14 2-0-0 scare 5x6 �. 30 = 5x8 soot 3x4 It 6x10 - 1.5x4 II 5x8 - 5x8 - 3x4 5-11-15 11-11-14 15-8-12 25-2-10 33-0-7 41-2-10 5-11-15 5-11-15 3-8-14 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35•0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.20 12-13 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.43 13-14 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.59 Horz(TL) 0.14 10 n/a Na BCLL 0.0 nrni R n Code IRC2003/TP12002 (Matrix) Weight: 252lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF 165OF 1.5E *Except* BOT CHORD W8 2 X 4 SPF-S Stud/Std WEBS WEDGE Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 17=2077/Mechanical, 10=2288/0-5-8 Max Horz 17=-368(LC 8) Max Uplift17=-228(LC 5). 10=-167(LC 8) Max Grav, 17=2680(LC 2), 10=3005(LC 3) Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-16, 3-16, 3-14, 5-14, 5-13, 7-13 2 Rows at 1/3 pts 1-17 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-2623/249, 1-2=-1468/122, 2-3=-1469/122, 3-4=-2627/211, 4-5=-1988/160, 5-6=-1997/206, 6-7=-2697/215, 7-8=-3288/192, 8-9=-3496/165, 9-10=-3891/152, 10-11=0/197 BOT CHORD 16-17=-54/368, 15-16=-68/2327, 14-15=-68/2326, 13-14=-37/1981, 12-13=0/2468, 10-12=-30/2878 WEBS 1-16=-224/2703, 2-16=-871/168, 3-16=-1582/107, 3-15=0/121, 3-14=-906/102, 4-14=-95/942, 5-14=-727/132, 5-13=-724/174, 6-13=-25/928, 7-13=-877/179, 7-12=-30/531, 9-12=-458/134 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 17 and 167 lb uplift at joint 10. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 0811022 1 F7-CAP I HIP PIGGYBACK 1 I 1 I , Idaho Falls. ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries. Inc. Fri Sep 07 10:47:18 2007 Page 1 4-0-0 5-5-14 9-5-14 1 11 4-0-0 1-5-14 4-0-0 2• Scab: 3!4'=1' 4x4 - 4x8 = 4 3 30 = 3x4 = 0-10-15 4-1-12 5-4-2 8-6-15 9-5-14 0-10-15 3-2-13 1-2-6 3-2-13 0-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.00 8 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 2-8 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Rrnl an Code IRC2003/TP12002 (Matrix) Weight: 29lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 2=44910-5-8, 5=449/0-5-8 Max Horz2=-64(LC 5) Max Uplift2=-44(LC 7), 5=-44(LC 8) Max Grav2=589(LC 2), 5=589(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/39, 2-3=-521/17.3-4=-315/34, 4-5=-522117, 5-6=0/39 BOT CHORD 2-8=-16/316, 7-8=-14/318, 5-7=-1/317 WEBS 3-8=0/86, 4-7=-32/108, 3-7=-73/76 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 2 and 44 lb uplift at joint 5. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard an 0811022 I F8 I ROOF TRUSS 12 I 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:47:21 2007 Page 1 5-3-10 10-6-3 15-8-12 20-5-11 25-2-10 30-5-3 35-7-12 41-2-10 443-2-1Q 5-3-10 5-2-9 5-2-9 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 scale 5x8 G 3x4 = 5x8 O 10x10 = 3x4 = 5x8 = 5x8 = 3x4 = Bx8 = 7-10-15 1 _ 15-8-12 , 25-2-10 33-0-7 41-2-10 7-10-15 7-9-13 9-5-14 7-9-13 8-2-3 Plate Offsets MY): 11:0-5-0,0-2-81, [1:0-3-8,Edael, (4:0-4-12,0-1-121, [6:0-4-12,0-1-121, [10:0-5-9,0-0-81, [10:0-0-8,Edgel, [13:0-4-0,0-3-01, (14:0-4-0,0-3-01 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.20 12-13 >999 240 MT20 1691123 (Roof Snow=35.0) TCDL 8.0 Lumber Increase 1.15 BC 0.69 Vert(TL) -0.43 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES W B 0.38 Horz(TL) 0.16 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 221 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E *Except- WEBS 1 Row at midpt 3-14, 5-14, 5-13, 7-13 W 12 X 4 SPF-S Stud/Std, W 12 X 4 SPF-S Stud/Std WEDGE Left: 1.5 X 11.88 LSL Truss Grade, Right: 2 X 8 DF 1950E 1.7E REACTIONS (lb/size) 10=229210-5-8, 1=2082/Mechanical Max Horz 1=-328(LC 5) Max Upliftl 0=-1 86(LC 8), 1=-98(LC 7) Max Grav 1 0=3008(LC 3), 1=2687(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3925/159, 2-3=-3536/203, 3-4=-2709/198, 4-5=-2008/201, 5-6=-2001/195, 6-7=-2702/191, 7-8=-3293/174, 8-9=-3502/146, 9-10=-3897/132, 10-11=0/197 BOT CHORD 1-15=-258/2906, 14-15=-186/2484, 13-14=-86/1988, 12-13=0/2472, 10-12=0/2882 WEBS 2-15=-460/149, 3-15=-58/566, 3-14=-887/190, 4-14=-41/919, 5-14=-726/201, 5-13=-723/203, 6-13=-44/926, 7-13=-878/178, 7-12=-29/532, 9-12=-458/133 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category ll; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (Flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 10 and 98 lb uplift at joint 1. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job 0811022 IF9 ROOF TRUSS 3 7.000 s May 29 2007 MTek Industries, Inc. Fri Sep 07 10:47:23 2007 'r 5-3-10 10-6-3 15-8-12 20-5-11 25-2-10 30-5-3 35-7-12 41-2-10 43-2-1? 5-3-10 5-2-9 5-2-9 4-8-15 4-8-15 5-2-9 5-2-9 5-6-14 2-0-0 scare=1:70.5 Sx8 G 3x4 = 5x8 O I$ 3x4 II 8x6 = 5x8 = Sx8 = 3x4 = 4-10-12 7-10-15 1548-12 25-2-10 33-0-7 41-2-10 4-10-12 3-0-3 7-9-13 9-5-14 7-9-13 8-2-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.16 12-13 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.49 Vert(TL) -0.32 13-14 >999 180 TCDL 8.0 Rep Stress lncr YES WB 0.98 Horz(TL) 0.10 10 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 219lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 3-3-10 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF 1650F 1.5E'Except- WEBS 1 Row at midpt 3-15, 5-14, 5-13, 7-13. 2-16 W2 2 X 4 SPF-S Stud/Std, W2 2 X 4 SPF-S Stud/Std W 12 X 4 SPF-S Stud/Std WEDGE Left: 2 X 6 DF No.2, Right: 2 X 8 DF 195OF 1.7E REACTIONS (lb/size) 10=203110-5-8, 1=122/Mechanical, 16=2216/0-5-8 Max Horz 1=-328(LC 5) Max UpI1ft10=-186(LC 8), 1=-134(LC 3), 16=-149(LC 7) Max Grav10=2783(LC 3). 1=305(LC 2), 16=2693(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-226/329, 2-3=-14021130, 3-0-1891/167, 4-5=-1348/164, 5-6=-1703/195. 6-7=-2334/192, 7-8=-2932/174, 8-9=-3141/147, 9-10=-3535/133, 10-11=0/197 BOT CHORD 1-16=-231/225, 15-16=-145/237, 14-15=-138/1291, 13-14=-64/1599, 12-13=0/2181, 10-12=0/2599 WEBS 2-15=0/1326. 3-15=-1124/35, 3-14=-56/575, 4-14=-42/573, 5-14=-970/177, 5-13=-391/290, 6-13=-29/619, 7-13=-884/178, 7-12=-29/542, 9-12=-468/133, 2-16=-2548/159 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girders) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 10, 134 lb uplift at joint 1 and 149 Ib uplift at joint 16. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type oly Ply FILLMORE/CANYONMEW 917 0811022 F-CAPS PIGGYBACK 9 1 Job Reference (optional) I.wu s Mdy cy cwr m i M MUSEnes, uic. rn Jep ur zu:4f:[s zuur rage i -2-0-0 4-8-15 9-5-14 11-5-14 2-0-0 4-8-15 4-8-15 2-0-0 4A = Scale = 1:18.6 30 = 30 = 0-10-15 4-8-15 8-6-15 9-5-14 , 0-10-15 3-10-0 3-10-0 0-10-15 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.42 Vert(LL) -0.01 4-6 >999 240 MT20 1691123 TCDL 8.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.01 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 26 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 2=449/0-5-8, 4=449/0-5-8 Max Horz2=-77(LC 5) Max Uplift2=-46(LC 7), 4=-46(LC 8) Max Grav2=550(LC 2), 4=550(LC 3) FORCES (lb) - Maximum Compression/MaAmum Tension TOP CHORD 1-2=0/39, 2-3=-411/24, 3-4=-411/24, 4-5=0/39 BOT CHORD 2-6=0/243, 4-6=0/243 WEBS 3-6=0/170 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 2 and 46 lb uplift at joint 4. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) SEE MiTek STANDARD PIGGYBACK TRUSS CONNECTION DETAIL FOR CONNECTION TO BASE TRUSS LOAD CASE(S) Standard 10811022 83403, CLAY G. 7.000 s May 29 Ii 11-6-0 11-6-0 7 3A // 13 12 11 10 9 8 11-6-0 , 11-6-0 Inc. Fri Sep 07 10:47:23 2007 Scale = 1:62.1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.09 Vert(LL) n/a - n/a 999 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.02 Vert(TL) nla - n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.00 8 n1a n/a BCLL 0.0 Code IRC2003ITP12002 (Matrix) Weight: 83lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std *Except* WEBS 1 Row at midpt 7-8. 6-9, 5-10 ST5 2 X 4 SPF 1650F 1.5E, ST4 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1=40/11-6-0, 8=81/11-6-0, 9=208/11-6-0, 10=208/11-6-0, 11=200/11-6-0, 12=210/11-6-0, 13=183/11-6-0 Max Horz 1=401(LC 7) Max Upliftl=-43(LC 5), 8=-47(LC 7), 9=-108(LC 7), 10=-114(LC 7), l l=-107(LC 7), 12=-113(LC 7), 13=-99(LC 7) Max Gravl=479(LC 7), 8=119(LC 2), 9=302(LC 2), 10=303(LC 2), 11=291(LC 2), 12=306(LC 2), 13=267(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-614/79, 2-3=-523/107, 3-4=-403/99, 4-5=-289/104, 5-6=-171/100, 6-7=-112/80, 7-8=-104/51 BOT CHORD WEBS 6-9=-271/131, 5-10=-271f132, 4-11=-259/126, 3-12=-274/135, 2-13=-230/105 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 43 lb uplift at joint 1, 47 lb uplift at joint 8, 108 lb uplift at joint 9, 114 lb uplift at joint 10, 107 lb uplift at joint 11, 113 lb uplift at joint 12 and 99 lb uplift at joint 13. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANY ON VIEW W 0811022 HF-131 GABLE 1 1 .lob Reference o tional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10:47:24 2007 Page 1 7-0-12 14-1-8 7-0-12 7-0-12 40 = 3x4 14-1-8 scale = 1:44.7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.07 Vert(LL) n1a - n/a 999 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.02 Vert(TL) n/a - n/a 999 TCOL 8.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.00 9 n/a n/a BCLL 0.0 crni An Code IRC20017PI2002 (Matrix) Weight: 69 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std 'Except WEBS 1 Row at midpt 5-13 ST4 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1=47/14-1-8, 9=47/14-1-8, 13=132/14-1-8, 14=196/14-1-8, 15=213/14-1-8, 16=170/14-1-8, 12=196/14-1-8, 11=213/14-1-8, 10=170/14-1-8 Max Harz 1=-226(LC 5) Max Upliftl=-94(LC 5), 9=-61(LC 6), 14=-101(LC 7), 15=-117(LC 7),16=-91(LC 7), 12=-100(LC 8), 11=-118(LC 8), 10=-91(LC 8) Max Gravl=218(LC 6). 9=185(LC 5), 13=136(LC 8), 14=301(LC 2), 15=307(LC 2), 16=249(LC 2), 12=301(LC 3), 11=307(LC 3), 10=249(LC 3) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-275/125, 2-3=-208/118, 3-4=-150/107, 4-5=-154/113, 5-6=-154/97, 6-7=-150/65, 7-8=-166/77, 8-9=-235/84 BOT CHORD 1-16=-50/151, 15-16=-50/151, 14-15=-50/151, 13-14=-50/151, 12-13=-50/151, 11-12=-50/151, 10-11=-50/151, 9-10=-50/151 WEBS 5-13=-117/0. 4-14=-269/120, 3-15=-274/138, 2-16=-221/101, 6-12=-269/119, 7-11=-274/138, 8-1 0=-221 /101 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 1, 61 lb uplift at joint 9, 101 Ib uplift at joint 14,117 Ib uplift at joint 15, 91 Ib uplift at joint 16, 100 Ib uplift at joint 12, 118 Ib uplift at joint 11 and 91 lb uplift at joint 10. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW 9/7 0811022 HF-F1 GABLE 1 1 Job Reference Donal STOCK COMPONENTS -IF, Idaho Fails, ID 83403, CLAY G. 7.00u s May z9 zoai MT ek industries, inc. rn Sep ur iu:47:24 2007 rage i 12-8-15 17-3-9 33-1-8 12-8-15 4-6-10 15-9-15 U4 = 30 JO 04 JJ JL a Ju 4V GV a, 4v 5x5 = 33-1-8 33-1-8 Sx5 = scale = 1:60 0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) l/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.12 Vert(LL) n/a - n/a 999 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.08 Vert(TL) n/a - n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 20 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 263lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF 165OF 1.5E 'Except' WEBS 1 Row at midpt 19-20, 8-31, 7-32, 6-33, 9-30. 10-29, 12-28, ST2 2 X 4 SPF-S Stud/Std, ST1 2 X 4 SPF-S Stud/Std 13-27, 14-26, 15-25. 16-23, 17-22, 18-21 REACTIONS (lb/size) 20=103133-1-8. 1=103/33-1-8, 31=198/33-1-8, 32=205/33-1-8, 33=202/33-1-8, 34=211/33-1-8, 35=183/33-1-8, 36=267133-1-8. 30=205/33-1-8, 29=205/33-1-8, 28=205/33-1-8, 27=204/33-1-8, 26=204/33-1-8, 25=204/33-1-8, 23=205/33-1-8, 22=199/33-1-8, 21=232133-1-8 Max Horz 1=385(LC 6) Max Uplift20=-20(LC 6), 1=-197(LC 5), 31=-51(LC 6), 32=-95(LC 7), 33=-115(LC 7), 34=-113(LC 7), 35=-98(LC 7), 36=-144(LC 7). 30=-87(LC 8), 29=-95(LC 8), 28=-31(LC 6), 27=-30(LC 6), 26=-30(LC 6), 25=-30(LC 6), 23=-29(LC 6), 22=-31(LC 6). 21=-28(LC 6) Max Grav 20=1 88(LC 3). 1=438(LC 6), 31=281(LC 8), 32=308(LC 2), 33=294(LC 2), 34=308(LC 2), 35=266(LC 2), 36=390(LC 2) , 30=332(LC 3), 29=301(LC 3), 28=264(LC 3). 27=278(LC 3), 26=296(LC 3), 25=313(LC 3). 23=331(LC 3). 22=337(LC 3), 21=416(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-565/290, 2-3=455/272, 3-4=-365/262, 4-5=-269/240, 5-6=-261/247, 6-7=-177/242, 7-8=-112/212, 8-9=-125/195, 9-10=-113/109, 10-11=-9/91, 11-12=-3/1, 12-13=-3/1, 13-14=-3/1, 14-15=-3/1, 15-16=-3/1, 16-17=-3/1, 17-18=-311, 18-19=-3/1 ,19-20=-169/26 BOT CHORD 1-36=-1/3, 35-36=-1/3, 34-35=-1/3, 33-34=-1/3, 32-33=-1/3, 31-32=-1/3, 30-31=-1/3, 29-30=-1/3, 28-29=-1/3, 27-28=-1/3, 26-27=-1/3, 25-26=-1/3, 24-25=-1/3, 23-24=-1/3, 22-23=-113, 21-22=-1/3, 20-21=-1/3 WEBS 8-31=-262/70, 7-32=-276/114, 6-33=-263/135, 4-34=-272/131, 3-35=-247/122, 2-36=-317/150, 9-30=-299/106, 10-29=-269/114, 12-28=-232/50, 13-27=-246/50, 14-26=-264/49, 15-25=-281/49, 16-23=-299/49, 17-22=-305/48, 18-21=-384/54 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MW FRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" 3) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. Continued on page 2 0811022 I HF-F 1 I GABLE Sep 07 10:47:24 2007 Page 2 NOTES 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 20, 197 lb uplift at joint 1, 51 lb uplift at joint 31, 95 lb uplift at joint 32, 115 lb uplift at joint 33, 113 lb uplift at joint 34, 98 lb uplift at joint 35, 144 lb uplift at joint 36, 87 lb uplift at joint 30, 95 lb uplift at joint 29, 31 lb uplift at joint 28, 30 lb uplift at joint 27, 30 lb uplift at joint 26, 30 lb uplift at joint 25, 29 lb uplift at joint 23, 31 lb uplift at joint 22 and 28 lb uplift at joint 21. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type oty Ply FILLMORE/CANYON VIEW 917 0811022 J1 ROOF TRUSS 8 1 Job Reference(optional) 01 wn IrVIVIrVIVC1V 1 O-W. R/dISU r"tl11.7, Iv 079VJ, {_ILM I V. I v u uVou-, x n,. n . F -2-0-0 1-11-11 2-0-0 1-11-11 3 Scale = 1:12 7 1-11-11 r — - LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.00 2 >999 240 MT20 197/144 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 TCDL 8.0 Rep Stress Incr YES W B 0.00 Horz(TL) -0.00 3 n/a n/a BCLL 0.0 Code IRC2003ITP12002 (Matrix) Weight: 8lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 2=384/0-5-8, 4=15/Mechanical, 3=-23/Mechanical Max Horz2=112(LC 7) Max Uplift2=-140(LC 7), 3=-174(LC 9) Max Grav2=584(LC 2), 4=35(LC 4), 3=36(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/192, 2-3=-178/21 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 lb uplift at joint 2 and 174 lb uplift at joint 3. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply FILLMORE/CANYON VIEW 917 0811022 J2 ROOF TRUSS 8 1 Job Reference (optional) STOCK OCK COmPONENTS-IF,10aho Falls, ID 83403. CLAY G. 7.000 s May 29 2007 MTek Industries, Inc. Fri Sep 07 10:47:25 2007 Page 1 -2-0-0 3-11-11 2-0-0 3-11-11 scale = 1:18 4 3-11-11 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.78 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 131b LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 3=86/Mechanical, 2=444/0-5-8, 4=28/Mechanical Max Horz 2=152(LC 7) Max Uplift3=-91(LC 9), 2=-109(LC 7) Max Grav3=132(LC 2). 2=670(LC 2), 4=63(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-211/54 BOT CHORD 2-4=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 91 lb uplift at joint 3 and 109 lb uplift at Joint 2. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type city Ply FILLMORE/CANYON MEW W Q811022 J3 ROOF TRUSS 7 1 Job Reference tional STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 20D7 MTek Industries, Inc. Fri Sep 0710:47:25 2007 Page 1 -2-0-0 5-11-11 2-0-0 5-11-11 Scale: 112--1 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.04 2-4 >999 240 MT20 197/144 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.19 Vert(TL) -0.09 2-4 >697 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 rda n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 181b g BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purtins. BOT CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (ib/size) 3=195/Mechanical, 2=522/0-5-8, 4=44/Mechanical Max Horz 2=195(LC 7) Max Uplift3=-77(LC 7), 2=-87(LC 7) Max Grav3=301(LC 2), 2=782(LC 2), 4=99(LC 4) FORCES (1b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/197, 2-3=-267/142 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint 3 and 87 lb uplift at joint 2. 8) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type City Ply FILLMORE/CANYON VIEW 911 0811022 J3A ROOF TRUSS 1 1 Job Reference(optional) 5 i UQK (:UMVLX4tNV i ti-ir, wand raus, lu trsWs, L LAT S.D. r.uuu s may ea cwr as i eK mausEnes, inc. rn pep ur iu:gr:za ewr rage i scale = 1:21.5 20 - 5-11-11 5-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.06 1-3 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.25 Vert(TL) -0.13 1-3 >522 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCLL 0.0 Code IRC2003ITP12002 (Matrix) Weight: 16lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1=283/0-5-8, 2=237/Mechanical, 3=46/Mechanical Max Horz 1=127(LC 7) Max Uplift2=-104(LC 7) Max Gravl=412(LC 2), 2=366(LC 2), 3=103(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1821182 BOT CHORD 1-3=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-11 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 2. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard SR 0811022 I M1 I MONO TRUSS 126 I 1 I Jab Reference STOCK COMPONENTS4F, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2W7 -2-0-0 4-0-7 8-0-0 2-0-0 4-0-7 3-11-9 8-0-0 8-0-0 Inc. Fri Sep 0710:47:25 2007 Page 1 Scale = 1:33.3 LOADING (ps35.0 SPACING 2-0-0 CSI DEFL in (!oc) Udefl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.46 Vert(LL) -0.19 2-5 >484 240 MT20 169/123 TCDL 8.0 Lumber Increase BC 0. Vert(TL) -0.42 2-5 >220 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.00 5 Na Na BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 34lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 SPF-S Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 2=618/0-5-8, 5=359/0-5-8 Max Horz2=241(LC 7) Max Uplift2=-73(LC 7), 5=-85(LC 7) Max Grav2=921(LC 2), 5=520(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension rOP CHORD 1-2=0/197, 2-3=-589/9, 3-4=-180/103, 4-5=-223/63 30T CHORD 2-5=-78/310 NEBS 3-5=-390/98 VOTES 1) Wind: ASCE 7-98. 90mph. h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. >) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 1) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. i) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 2 and 85 lb uplift at joint 5. ) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. .OAD CASE(S) Standard EW ss Truss Type Qty Ply FILLMOREICANYON MEW W 11022 MONO TRUSS 7 1 Job Reference o Gonal rOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Fri Sep 07 10.47.25 2007 Page 1 4-0-7 8-0-0 4-0-7 3-11-9 1.5A 11 Scale = 1:30 6 i 3 --� 30 - 8-0-0 (psf) _ 35.0 -L SPACING 2-0-0 off Snow=35.0) Plates Increase 1.15 L Lumber Increase 1.15 0.0 Rep Stress Incr YES i. 1 R'A Code IRC2003/TP12002 ABER 'CHORD 2 X 4 SPF 1650E 1.5E r CHORD 2 X 4 SPF 1650F 1.5E BS 2 X 4 SPF-S Stud/Std 1CTIONS (lb/size) 1=389/0-5-8, 4=389/0-5-8 Max Horz 1=172(LC 7) Max Uplift4=-105(LC 7) Max Grav1=567(LC 2). 4=567(LC 2) ;CES (lb) - Maximum Compression/Maximum Tension 'CHORD 1-2=-599/0, 2-3=-193/90, 3-4=-202/54 CHORD 1-4=-115/401 3S 2-4=-503/145 CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.42 Vert(LL) -0.19 1-4 >484 240 MT20 169/123 BC 0.46 Vert(TL) -0.42 1-4 >220 180 WB 0.34 Horz(TL) 0.00 4 n/a n/a (Matrix) Weight: 31 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 'ES 'ind: ASCE 7-98; 90mph. h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 ate grip DOL=1.33. ALL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. zbalanced snow loads have been considered for this design. 1is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ovide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 4. its truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced 3ndard ANSI/TPI 1. D CASE(S) Standard