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Home My WebLink AboutTRUSSES - 05-00422 - 347 Eagle Summit St - New SFR0500422 Lo7' /3 347 EAGLE SUMMIT ST 4-THJA26 1 - THDH28-3 SOOT [ u AUN 3ni3� 05733 I Ai ROOF TRUSS 2 1 1 I , Idaho Falls, s Tue Oct 25 09:23:35 2005 Page 1 -2-0-0 7-2-0 14-4-0 16-4-0 2-0-0 7-2-0 7-2-0 2-0-0 scale .129.8 9x10 WISH II 3 7-2-0 14-4-0 7-2-0 7-2-0 LOADING (psi) TCLL 35.0 SPACING 2-0-0 CSI (Roof Snow=35.0) Plates Increase 1.15 TC 0.72 TCDL 8.0 Lumber Increase 1.15 BC 0.38 BCLL 0.0 Rep Stress Incr YES WB 0.16 BCDL 8.0 Code IRC2003/TP12002 Matrix (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 2=908/0-3-8, 4=908/0-3-8 Max Horz 2=-119(load case 5) Max Uplift2--129(load case 7), 4=-129(load case 8) Max Grav2=1155(load case 2), 4=1155(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3--902/55, 3-4=-902/55, 4-5=0/179 BOT CHORD 2-6-0/582, 4-6=0/582 WEBS 3-6=0/292 DEFL In (loc) I/deft Ud PLATES GRIP Vert(LL) -0.11 2-6 >999 240 MT20 197/144 Vert(TL) -0.18 2-6 >963 180 MT18H 197/144 Horz(TL) 0.01 4 n/a n/a Weight: 47 lb BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-1 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 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other We loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise Indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint 2 and 129 lb uplift at joint 4. 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 11 -2-0-0 7-2-0 14-4-0 16-4-0 2-0-0 7-2-0 7-2-0 2-0-0 4M = 64 // 1 sC818 -129.5 14-4-0 14-4-0 Plate Offsets (X Y):_[2:0-1-5,Edgel (10:0-1-5 Edge] LOADING t - (ps ) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Code iRC20031TP12002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl Ud PLATES GRIP TC 0.73 Vert(LL) -0.11 11 n/r 120 MT20 197/144 BC 0.34 Vert(TL) -0.13 11 n/r 90 WB 0.09 Horz(TL) 0.00 10 n/a n/a (Matrix) Weight: 60 lb 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. REACTIONS (lb/s€ze) 2=424/14-4-0, 10=424/14-4-0, 15=174/14-4-0, 16=194/14-4-0, 17=238/14-4-0, 18=-34/14-4-0, 14=194/14-4-0, 13=238/14-4-0, 12=-34/14-4-0 Max Horz 2=-119(load case 5) Max Upllft2--154(load case 7), 10=-174(load case 8), 16=-38(load case 7), 17=-66(load case 7), 18=-331(load case 9), 14=-37(load case 8), 13= 67(load case 8),12=-331(load case 9) Max Grav2=682(load case 9), 10=682(load case 9), 15=174(load case 1), 16=297(load case 2). 17=347(load case 2), 18=93(load case 7), 14=297(load case 3), 13=347(load case 3), 12=95(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1.2=0/175, 2-3=-132/88, 3-4=-89/76, 4-5=-102/76, 5-6=-106/101, 6-7=-106/94, 7-8=-102/51, 8-9=-89/58, 9-10--132/46, 10-11=0/175 BOT CHORD 2-18=-2/106, 17-18=-2/106, 16-17=-2/106, 15-16— 2/106, 14-15=-2/106, 13-14=-2/106, 12-13=-2/106, 10-12=-2/106 WEBS 6-15=-140/0, 5-16=-272/60, 4-17=-289/75, 3-18=-86/141, 7-14=-272/59, 8-13=-289/76, 9-12=-86/141 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 M€Tek "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 154 lb uplift at joint 2, 174 lb uplift at joint 10, 38 lb uplift at joint 16, 66 lb uplift at joint 17, 331 lb uplift at joint 18, 37 lb uplift at joint 14, 67 lb uplift at joint 13 and 331 lb uplift at joint 12. 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 -2-0-0 T 7-4-7 14-4-0 21-3-9 28-8-0 30-8-0 2-0-0 7-4-7 6-11-9 6-11-9 7-4-7 2-0-0 1.5x4 II 8x8 MT18H = iv 3x8 = 9 8 3x6 = 1.5x4 II 7-4-7 i 14-4-0 1 21-3-9 1 28-8-0 Scale - 1:56.5 ," 7 5XIOZZ ., J 7-4-7 6-11-9 6-11-9 7-4-7 Plate Offsets (X,Y): 12:0-1-11,Edge1 [6:0-1-11 Edgel LOADING (psi) TCLL0 5 (Roof Snowa35.0) SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.79 DEFL Vert LL ( ) in (loc) -0.10 6-8 I/defl >999 L/d 240 PLATES GRIP MT20 TCDL 8.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.21 6-8 >999 180 197/144 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.08 6 n/a n/a BCDL 8.0 Code IRC2003lrP12002 (Matrix) Weight: 118 lb, LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-10, 5-10 REACTIONS (lb/size) 2=1639/0-3-8, 6=1639/0.3-8 Max Horz 2=239(load case 6) Max Uplift2=-168(load case 7), 6.-168(load case 8) Max Grav 2=2001 (load case 2), 6=2001(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3 2415/105, 3-4=-1476/156, 4-5=-1476/156, 5-6--2415/105, 6-7=0/179 BOT CHORD 2-11=-83/1782, 10-11=-83/1782, 9-10=-1/1782, 8-9=-1/1782, 6-8=-1/1782 WEBS 3-11=0/275, 3-10=-1006/143, 4-10=-42/862, 5-10=-1006/144, 5-8=0/275 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 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 2 and 168 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 ply Ply 1F./EAGLEWOODHOME/10-24/EJ(ID)R - 05733 BIG ROOF TRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin Job Reference o _tional) 6.200 s Feb 11 2005 MiTek industries, Inc. Tue Oct 25 09:23:59 2005 Page 1 -2-0-0 7-4-7 14-4-0 21-3-9 28-8-0 30-8-0 9-n-n 7_A _7 P---- I 6-11-9 6-11-9 sxe axe = 3x4 = 7-4-7 2-0-0 Scale - 1:52.2 7-4-7 14-4-0 21-3-9 28-8-0 7-4-7 6-11-9 6-11-9 7-4-7 Plate Offsets MY): 12:0-1-5 EdOel,[4:0-2-8,0-5-41, f6:0-1-11 Edpel - LOADING (psf) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 BCDL Lumber Increase 1.15 BOLL 0.0 .0 Rep Stress Incr NO BCDL 8.0 Code IRC2003rrP12002 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std CSI DEFL in (loc) I/defl L/d PLATES GRIP TC 0.92 Vert(LL) 0.10 2-17 >999 240 MT20 197/144 BC 0.44 Vert(TL) -0.15 2-17 >999 180 WB 0.46 Horz(TL) 0.02 16 n/a n/a (Matrix) Weight: 163 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 2-17,16-17. WEBS 1 Row at midpt 3-16, 4-16. 5-16 REACTIONS (lb/size) 2-846/0-3-8, 16=1284/14-7-8, 11=435/14-7-8, 6=456/14-7-8, 15=-1/14-7-8, 14=42/14-7-8, 12=26/14-7-8, 10=42/14-7-8, 9=-7/14-7-8, 8=158/14-7-8 Max Horz 2=239(load case 6) Max Uplift2=-124(load case 7), 16=-106(load case 7), 11=-93(load case 8), 6=-154(load case 8), 15=-18(load case 9), 9— 23(load case 3), 8=-108(load case 9) Max Grav 2=1 242(load case 2), 16=1466(load case 2), 11=793(load case 3), 6=751(load case 3), 15=1(load case 5), 14=95(load case 4), 12=54(load case 4), 10=66(load case 4), 9=78(load case 9), 8=206(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3=-1079/84, 3-4=-95/418, 4-5 290/264, 5-6=-467/111, 6-7-0/175 BOT CHORD 2.17=-101/682, 16-17=-101/682, 15-16=-74/169, 14.15=-74/169, 13-14=-74/169, 12-13=-74/169, 11-12=-74/169, 10-11=-74/169, 9-10— 74/169, 8-9=-74/169, 6-8=-74/169 WEBS 3-17=0/282, 3-16=-1033/143, 4-16=-715/42, 5-16=-203/125, 5-11=-794/99 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 MlTek "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) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection: 4. 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 2, 106 lb uplift at joint 16, 93 lb uplift at joint 11, 154 lb uplift at joint 6, 18 lb uplift at joint 15, 23 lb uplift at joint 9 and 108 lb uplift at joint 8. 11) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty, Ply IFJEAGLEW0ODHOME/10-24/EJ(ID)R 05733 B2 ROOF TRUSS 1 2 Job Reference (optional), o i uur% %ovnnruimmm i J-tr, Khufu rwib, w oo+u8, nuum C.ZUU S rea 11 ZUU0 MI I BK InaustrieS, Inc. I ue Lia zo ud:Y4:uo zuuo rage 1 -2-0-0 , 4-6-0 f 8-1-8 4 14-4-0 20-6-8 ,_ 24-2-0 , 28-8-0 , 30-8-0� 2-0-0 4-6-0 3-7-8 6-2-8 6-2-8 3-7-8 4-6-0 2-0-0 Scale - 1:54.1 8x10 MT18H I I 5x8 % 14 13 12 11 10 ex8 % 3x6 11 12x12 = 12x14 MT18H = 12x12 = Us II 4-6-0 8-1-8 14-4-0 20-6-8 24-2-0 28-8-0 4-6-0 3-7-8 6-2-8 6-2-8 3-7-8 4-6-0 Plate Offsets (X,Y):[2:0-3-8,0-2-81,12:0-11-8,Edge1, [8:0-11-8,Edge) 8:0.3-8,0-2-81,_[11:0-6-0,0-6-121, [13:0-6-0,0-6-121 B 9 5x8 axe LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.89 Vert(LL) -0.38 11-12 >897 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.88 Vert(TL) -0.60 11-12 >564 180 MT18H 197/144 TCDL 8.0 BCLL 0.0 Rep Stress Incr NO WB 0.91 Horz(TL) 0.13 8 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 366 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-6-7 cc purlins. BOT CHORD 2 X 8 DF 1950F 1.7E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2 X 4 SPF 1650F 1.5E *Except* WEBS 1 Row at midpt 6-12 W1 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std W2 2 X 4 SPF Stud/Std, W1 2 X 4 SPF Stud/Std WEDGE Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 REACTIONS (lb/size) 2.8173/0-4-11 (input: 0-3-8), 8=8160/0-5-2 (Input: 0-3-8) Max Horz 2=117(load case 6) Max Uplift2a-855(load case 7), 8=-837(load case 8) Max Grav 2=8843(load case 2), 8=9591(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/97, 2-3=-13922/1277, 3-4=-13307/1253, 4-5=-10488/1002, 5-6=-10488/1002, 6-7=-16635/1434, 7-8=-16207/1346 , 8-9-0/97 BOT CHORD 2-14=-1075/11524, 13-14=-1075/11524, 12-13=-1024/11043, 11-12=-1139/13816, 10-11--1093/13419, 8-10=-1093/13419 WEBS 3-14=-41/490, 3-13=-616/72, 4-13=-327/3315, 4-12=-3163/355, 5-12_ 1046/11222, 6-12=-6811/554, 6-11=-556/7527, 7-11=-1021631, 7-10=-805/113 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-4-0 cc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 cc, Except member 6-11 2 X 4 - 2 rows at 0-4-0 cc. 2) All loads are considered equally applied to ail 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; PI-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) All plates are MT20 plates unless otherwise indicated. 9) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 12. 10) WARNING: Required bearing size at joint(s) 2, 8 greater than input bearing size. Continued on page 2 Job 05733 I B2 I ROOF TRUSS 11 I 21 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct MOTES 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 855 lb uplift at joint 2 and 837 lb uplift at joint 8. 12) 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. 13) Girder carries tie-in span(s): 13-9-0 from 0-0-0 to 8-4-0; 29-4-0 from 8-4-0 to 20-6-8 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 5540 lb down and 365 lb up at 20-6-8 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 Uniform Loads (plf) Vert: 1-5=-43, 5-9=-43, 2-13— 300(F=-292), 11-13=-698(F=-690), 8-11=-8 Concentrated Loads (lb) Vert: 11 _ 3801(F) [1-ob Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R J 5733 JC1 ROOF TRUSS 2 1 s-rnr•.K rnMPnur=nrrc.ls= 14ohn Patio in aQnr,9 0..1%1.. Job Reference o tional - - -. . - .- 1.1.. un 111uvau 1oa, a 1y. uo %JV J G-7 V.7.499:V r 4W0 rage 1 -2-0-0 4-9-0 9-6-0 11-6-0 2-0-0 4-9-0 4-9-0 2-0-0 scale - 121.9 US = 3 5 F- — 4-9-0 9-6-0 4-9-0 4-9-0 Plate Offsets (X,Y): 12:0-1-11 Edge], [4:0-1-11 Edge] TCL�iNG (psf35 0 SPACING 2-0-0 CSI DEFL In (loc) Well L/d (Roof Snow_35.0) Plates Increase 1.15 TC 0.72 Vert(LL) 0.03 4-6 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) 0.03 4-6 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 8.0 Code IRC2003lTP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 2=661/0-3-8, 4=661/0-3-8 Max Horz 2=-79(load case 8) Max UpIlft2=-119(load case 7), 4=-119(load case 8) Max Grav2=877(load case 2), 4=877(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3=-541/52, 3-4=-541/52, 4-5=0/179 BOT CHORD 2-6=-48/318, 4-6=-48/318 WEBS 3-6=-44/182 PLATES GRIP MT20 197/144 Weight: 33 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint 2 and 119 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 �__ -2-0-0 4-9-0 9-6-0 - 11-6-0 2-0-0 4-9-0 4-9-0 _ 2-0-0 4x4 = �i _I 1 Scale -121.9 i1i 1.5x4 II 1.5x4 II 1.5x4 11 6x6 // 7 9-6-0 9-6-0 Plate Offsets (X,Y): 12:0-1-5 Edge], [6.0-1-5 Edge] LOADING (psf) (Roof Snow=35.0) SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.73 DEFL Vert(LL) in -0.14 (loc} 7 I/defl n/r Ud 120 PLATES GRIP MT20 TCDL 8.0 Lumber increase 1.15 BC 0.32 Vert(TL) -0.16 7 n/r 90 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 37 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=399/9-6-0, 6=399/9-6-0, 9=201/9-6-0, 10=165/9-6-0, 8=165/9-6.0 Max Horz 2.-79(load case 8) Max Uplift2=-127(load case 7), 6=-143(load case 8), 10=-148(load case 9), 8=-148(load case 9) Max Grav2=592(load case 2), 6=592(load case 3), 9=201(load case 1), 10=247(load case 2), 8=247(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/175, 2-3=-156/65, 3-4=-104/74, 4-5=-104/64, 5-6=-156/50, 6-7=0/175 BOT CHORD 2-10=0/83, 9-10=0/83, 8-9=0/83, 6-8=0/83 WEBS 4-9=-142/0, 3-10=-276/61, 5-8=-276/61 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 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) 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 127 lb uplift at joint 2, 143 lb uplift at joint 6, 148 lb uplift at joint 10 and 148 lb uplift at joint 8. 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 Truss Q5733 I CR1 I ROOF TRUSS 6.200 s Feb 112005 25 -2-9-15 4-3-14 8-5-1 { 2-9-15 4-3-14 4-1-3 4-3-14 8-5-1 4-3-14 4-1-3 Plate Offsets (X,Y): (2:0-2-6 0-0-71 LOADING (psf) TCLL 35.0 SPACING 1-0-0 (Roof Snow=35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO QPIIII o n Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 2100F 1.8E WEBS 2 X 4 SPF Stud/Std 1.Sx4 11 Scale - 1:23.2 5 CSl DEFL In (loc) I/defl Ud PLATES GRIP TC 0.62 Vert(LL) -0.01 7 >999 240 MT20 197/144 BC 0.12 Vert(TL) -0.02 6-7 >999 180 WB 0.25 Horz(TL) 0.01 6 n/a n/a (Matrix) Weight: 35 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. REACTIONS (lb/size) 6=546/Mechanical, 2=454/0-4-15 Max Horz 2=157(load case 7) Max Uplift6=-97(load case 7). 2=-60(load case 7) Max Grav6=625(load case 2), 2=633(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/93, 2-3=-638/0, 3-4=-135/97, 4-5=0/0, 4-6=-303/90 BOT CHORD 2-7=-70/502, 6-7=-70/502 WEBS 3-7=0/130, 3-6=-571/79 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 18.3 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 97 lb uplift at joint 6 and 60 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. 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=-179(F -68, B=-68), 2=-0(F=4, B=4)-to-6=-33(F=-13, B=-13) Job Truss Truss Type Qty Ply IF./EAGLEWOODHOME/10-24/EJ(ID)R 05733 CR2 ROOF TRUSS 1 1 STOCK COMPONENTS -IF. Idaho Falls. ID as40a_ Rnhin ^ �� Job Reference a tional • -.. • ...........,, ,can „wvOu Iva, II w. 1 UO %JUL 40 UU.&C. 1 1 LUUO rage 1 -2-9-15 4-3-14 8-5-1 2-9-15 4-3-14 4-1-3 i — 5-1-2 1 8-5-1 5-1-2 q_q_1 TCL LOADING (pst) SPACING 1-0-0 CSI DEFL In (loc) I/defl Ud (Roof Snow=35.0) Plates Increase 1.15 TC 0.54 Vert(LL) -0.01 2-7 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.01 2-7 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 4 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 6=249/Mechanical, 2=171/0-4-15, 7_193/0-6-7 Max Horz 2=96(load case 7) Max Uplift6= 69(load case 7), 2- 51(load case 7), 7=-12(load case 9) Max Grav6=294(load case 2), 2=325(load case 2), 7=258(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/93, 2-3=-92/0, 3-4=-78/65, 4-5=-16/0, 4-6— 235/70 BOT CHORD 2-7=-23/37, 6-7=-23/37 WEBS 3.7=-210/60, 3.6= 48/29 1.5x4 If 5 PLATES GRIP MT20 197/144 Weight: 39 lb Scale - 1:23.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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 II; Exp C; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psi (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 18.3 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 glyder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 6, 51 lb uplift at joint 2 and 12 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 ANSI/TPI 1. 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 (pit) Vert: 2=39(F=41, B=41)-to-4=-133(F=-45, B=-45), 4=-133(F=-45, B=-45)-to-5=-138(F=-48, B=-48), 2=8(F=8, B=8)-to-6=-26(F=-9, B=-9) Job Truss Truss Type Qty, Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 D1 ROOF TRUSS 1 1 Job Reference o tional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:24:13 2005 Page 1 -2-0-0 6-5-1 j 12-5-4 18-5-7 24-10-8 ——T 2626 2-0-0 6-5-1 6-0-3 Sx6 = 6-0-3 6-5-1 2-0-0 Scale . 1:46.2 6-5-1 , 12-5-4 18-5-7 24-10-8___ , 6-5-1 6-0-3 6-0-3 6-5-1 Plate Offsets MY): [2:0-3-7,Edge],_f6:0-3-7.Edge] 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 lncr YES BCLL 0.0 Code IRC20031TP12002 BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std CSI DEFL In (loc) I/dell Ud PLATES GRIP TC 0.77 Vert(LL) 0.08 6-8 >999 240 MT20 197/144 BC 0.38 Vert(TL) -0.13 8-10 >999 180 W B 0.96 Horz(TL) 0.06 6 n/a n/a (Matrix) Weight: 103 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1440/0-3-8, 6=1449/0-5-8 Max Horz 2=207(load case 6) Max Uplift2=-157(load case 7), 6=-160(load case 8) Max Grav 2= 1773 (load case 2), 6=1781(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3=-2060/82, 3-4=-1259/132, 4-5=-1258/132, 5-6=-2037/80, 6-7=0/181 BOT CHORD 2-11=-61/1510, 10-11=-61/1510, 9-10=0/1484, 8-9=0/1484, 6-8=0/1484 WEBS 3-11=0/238, 3-10=-845/117, 4-10=-33/722, 5-10=-819/115, 5-8=0/235 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 psi 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 157 lb uplift at joint 2 and 160 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 """ IV" 1 rugs 1 ype Oty Ply IF./EAGLEWOODHOME/10-24/EJ(ID)R� 05733 DIG ROOF TRUSS 1 1 Job Reference o tional j STOCK COMPONENTS -IF, Idaho Fags, ID 83403, Robin 6.200 s Feb 112005 MTek Industries, Inc. Tue Oct 25 09:24:15 2005 Page 1 -2-0-0 L 12-5-4 24-10-8 , 26-10-8� 2-0-0 12-5-4 12-5-4 2-0-0 Scale - 1.46.2 4x4 = f 24-10-8 24-10-8 Plate Offsets (X,Y): f2:0-1-5,Edge1114:0-1-5,Edge] LOADING (psf) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr NO BCDL 8.0 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std 15 U4 = Ir. t CSI DEFL in (loc) Well L/d PLATES GRIP TC 0.73 Vert(LL) -0.14 15 n/r 120 MT20 197/144 BC 0.33 Vert(TL) -0.15 15 n/r 90 WB 0.28 Horz(TL) 0.01 14 n/a n/a (Matrix) Weight: 124 Ib 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. WEBS 1 Row at midpt 8-22 REACTIONS (lb/size) 2=396/24-10-8, 22=171/24-10-8, 23=202/24-10-8, 24=206/24-10-8, 25=198/24-10-8, 26=227/24-10-8, 27=132/24-10-8, 21=202/24-10-8, 20=206/24-10-8, 19=198/24-10-8, 17=227/24-10-8, 16=132/24-10-8, 14=396/24-10-8 Max Horz 2=207(load case 6) Max Uplift2=-86(load case 5), 23=-37(load case 7), 24=-50(load case 7), 25=-39(load case 7), 26=-68(load case 7), 27=-156(load case 9), 21=-33(load case 8), 20=-51(load case 8), 19=-39(load case 8), 17_ 68(load case 8), 16- 156(load case 9). 14=-96(load case 8) Max Grav2=590(load case 2), 22=171(load case 1), 23=307(load case 2), 24_299(load case 2), 25=288(load case 2), 26=335(load case 2), 27=182(load case 2), 21=307(load case 3), 20=299(load case 3), 19=288(load case 3), 17=335(load case 3), 16=182(load case 3), 14=590(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/175, 2-3=-183/134, 3-4=-141/121, 4-5=-103/122, 5-6=-101/119, 6-7=-101/139, 7-8=-107/161, 8-9= 107/154, 9-10=-101/114, 10-11=-I01/65, 11-12=-102/49, 12-13=-96/52, 13-14--151/609 14-15=0/175 BOT CHORD 2-27=-i6/156, 26-27=-16/156, 25-26=-16/156, 24-25=-16/156, 23-24=-16/156, 22-23=-16/156, 21-22=-16/156, 20-21=-16/156, 19-20=-16/156. 18-19=-16/156, 17-18=-16/156. 16-17=-16/156, 14-16=-16/156 WEBS 8-22=-139/0, 7-23=-275/56, 6-24=-265/68, 5-25=-263/621 4-26=-278/73, 3-27=-228/65, 9-21=-275/53, 10-20=-265/70, 11 -1 9=-263/62, 12-17=-278/73, 13-16=-228/65 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 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 86 Ib uplift at joint 2, 37 Ib uplift at joint 23, 50 Ib uplift at joint 24, 39 lb uplift at joint 25, 68 Ib uplift at joint 26, 156 Ib uplift at joint 27, 33 lb uplift at joint 21, 51 Ib uplift at joint 20. 39 Ib uplift at joint 19, 68 Ib uplift at joint 17, 156 Ib uplift at joint 16 and 96 Ib 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 standard ANSUTPI 1. LOAD CASE(S) Standard Job Trt 105733 Ip2 Truss ROOFTRUSS sFeb 11 DM 6-5-1 12-5-4 18-5-7 24-10-8 6-5-1 6-0-3 6-0-3 6-5-1 US = Scale - 1.43.5 n ig 1.5x4 II US = 3x4 = 1.5x4 II 5x10 6-5-1 12-5-4 4 18-5-7 , 24-10-8 6-5-1 6-0-3 6-0-3 6-5-1 1 Plate Offsets (X,Y): f1:0-1-10,Edae), (5:0-1-10 Edrie) LOA(psi) PLATES GRIP MT20 TCLLDiNG (Roof Snow=35.0) SPACING SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.80 DEFL in ([cc) I/dell Ud Vert(LL) -0.12 1-9 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.61 Vert(TL) -0.20 1-9 >999 180 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.46 Horz(TL) 0.06 5 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 97 Ib LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt 2-8, 4-8 REACTIONS (lb/size) 1=1250/0-3-8, 5=1250/0-5-8 Max Horz 1=209(load case 6) Max Upliftl=-72(load case 7), 5=-72(load case 8) Max Grav 1=1466(load case 2), 5=1461(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2140/114, 2-3=-1290/142, 3-4=-1290/142, 4-5=-2123/113 BOT CHORD 1-9=-109/1589, 8-9=-109/1589, 7-8=-23/1569, 6-7=-23/1569, 5-6=-23/1569 WEBS 2-9=0/244, 2-8=-920/146, 3-8=-48/767, 4-8=-899/145, 4-6=0/242 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Bpsf; 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 psi (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 psi bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 1 and 72 lb uplift at joint 5. 6) 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 05733 I03 Idaho Falls, ID 83403, ROOF TRUSS 2 ,fol sFeb 11 1 6-4-6 1 12-5-4 1,3-6-p 17-2-5 20-10-11 24-10-8 6-4-6 6-0-14 1-0-12 3-8-5 3-8-5 3-1 1-13 axe II 1.50 11 US II axe = axe = 6x6 = 4x6 =6x6 = 3xe II 10x10 = 6-4-6 12-5-4 113-6-p 17-2-5 20-10-11 24-10-8 6-4-6 6-0-14 1-0-12 3-8-5 3-8-5 q-11-1-51 Plate Offsets (X,Y): [1:Edge 0-1-14]L[7:0-3-8,Edge1, [9:0-3-8.0-3-0][13.0-3-8 0-4-01t[14:0-3-8,0-3-01 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 0.95 TCDL 8.0 Rep Stress Incr NO WB 0.56 BCLL BCDL 8.0 Code IRC2003ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 180OF 1.6E 'Except* B22X6DFNo.2 WEBS 2 X 4 SPF 165OF 1.5E 'Except* W3 2 X 4 SPF Stud/Std, W4 2 X 4 SPF Stud/Std W8 2 X 4 SPF Stud/Std, W9 2 X 4 SPF Stud/Std W 10 2 X 4 SPF Stud/Std, W 11 2 X 4 SPF Stud/Std REACTIONS (lb/size) 15=6453/0-3-14 (input: 0-3-8), 8=8309/0-5-8 Max Horz 15=-206(load case 5) Max Upliftl 5=-601 (load case 7). 8=-795(load case 8) Max Grav 15=7300(load case 2). 8=9275(load case 3) DEFL in (loc) Vdefl L/d PLATES GRIP Vert(LL)-0.1511-12 >999 240 MT20 197/144 Vert(TL)-0.2311-12 >999 180 Horz(TL) 0.04 8 n/a n/a Weight: 385 lb Scale - 1:58.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-6689/574, 2-3=-6682/657, 3-4=-6868/701, 4-5=-7218/701, 5-6=-7811/716, 6-7=-6862/602, 1-15=-6496/544, 7-8=-8303/710 BOT CHORD 14-15=-240/309, 13-14=-492/53711 12-13=-423/5383, 11-12=-517/6402, 10-11=-462/5574, 9-10=-462/5574, 8-9=-24/194 WEBS 2-14=-809/94, 2-13=-96/562, 3-13=-211/2022, 3-12=-489/5085, 4-12=-111/708, 5-12=-1333/263, 5-11=-208/1072, 6-11— 102/1651, 6-9=-2239/177, 1-14=-441/5643, 7-9=-568/6883 NOTES 1) 2-ply truss to be connected together with 0.1 31"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 11; 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 1. 8) WARNING: Required bearing size at joint(s) 15 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 601 lb uplift at joint 15 and 795 lb uplift at joint 8. 10) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and Conf U and ANSI/TPI 1. f Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 1 05733 D3 ROOF TRUSS 1 {_ ,lob Reference (optional)j STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:24:28 2005 Page 2 NOTES 11) Girder carries tie-in span(s): 12-4-0 from 0-0-0 to 13-4-8; 22-7-0 from 13-6-0 to 24-10-8 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4408 lb down and 290 lb up at 13-6-0 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 Uniform Loads (plf) Vert: 1-3=-86, 3-7=-86, 12-15=-272(F=-256), 8-12=-533(F=-517) Concentrated Loads (lb) Vert: 12=-3024(F) Job Truss Truss Type 0ty Ply IF./EAGLEWOODHOME/10-24/EJ(ID)R 05733 E1G ROOF TRUSS 1 1 i STOCK COMPONENTS -IF, Idaho Falls. ID 83403. Robin c ��^ Job Reference (optional)J -2-0-0 7-2-4 2-0-0 7-2-4 4x4 = s Feb 112005 MTek Industries, Inc. Tue Oct 25 09:24:30 2005 Page 1 7-2-4 -A__ 16-4-8 I 2-0-0 seal®-1:29.6 11 14-4-8 Plate Offsets (X,Y): [2:0-1-5,Edge)Lj10:0-1-5,Edgel -- LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 8.0 Plates Increase 1.15 TC 0.73 (Roof Snow=3 Lumber Increase 1.15 BC 0.34 BCLL TCDL Rep Stress Incr NO WB 0.09 BCDL 8.0 Code IRC2003/TPI2002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std DEFL In (loc) Well L/d PLATES GRIP Vert(LL) -0.11 11 n/r 120 MT20 197/144 Vert(TL) -0.13 11 n/r 90 Horz(TL) 0.00 10 n/a n/a Weight: 61 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 2=423/14-4-8, 10=423/14-4-8, 15=174/14-4-8, 16=194/14-4-8, 17=238/14.4-8, 18=-30/14-4-8, 14=194/14-4-8, 13=238/14-4-8, 12=-30/14-4-8 Max Horz 2=119(load case 6) Max Uplift2=-152(load case 7), 10=-172(load case 8), 16=-38(load case 7), 17=-66(load case 7), 18=-326(load case 9), 14=-37(load case 8), 13--67(load case 8), 12=-326(load case 9) Max Grav 2=677(load case 9), 10=677(load case 9). 15=174(load case 1), 16=297(load case 2), 17=347(load case 2). 18=91(load case 7), 14=297(load case 3). 13=347(load case 3), 12=93(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/175, 2-3=-132/88, 3-4=-89/76, 4-5=-102/76, 5-6=-106/101, 6-7=-106/94, 7-8=-102/51, 8-9=-89/58, 9-10=-132/46, 10-11=0/175 BOT CHORD 2-18=-2/107, 17-18=-2/107, 16-17=-2/107, 15-16— 2/107, 14-15=-2/107, 13-14=-2/107, 12-13=-2/107, 10-12=-2/107 WEBS 6.15=-140/0, 5-16=-272/60, 4-17=-289/75, 3-18— 89/139, 7-14=-272/59, 8-13=-289/76, 9-12=-89/139 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category Il; 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 cc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 2, 172 lb uplift at joint 10. 38 lb uplift at joint 16, 66 lb uplift at joint 17, 326 lb uplift at joint 18, 37 lb uplift at joint 14, 67 lb uplift at joint 13 and 326 lb uplift at joint 12. 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 city Ply IFJEAGLEWOODHOME/10.24/EJ(ID)R 05733 Fi G ROOF TRUSS 1 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:24:32 -2� 6-9-3_ _ ,__ 12-10-8 , 17-6-2 22-1-12 25-9-0 2-0-0 6-9-3 6-1-5 4-7-10 4-7-10 3-7-4 4x5 It scale: 114--r �p W 11 6-9-3 12-10-8 17-6-2 22-1-12 25-9-0 6-9-3 6-1-5 4-7-10 4-7-10 3-7-4 Plate Offsets fX,Y): 12:0-2-8,0-2-31, [7:0-11-4,Edge], 17:0-3-4,0-2-81, [9:0-3-8,0-5-01, [11:0-5-0,0-4-81, [25:0-3-7,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 (Roof Snow-35.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.19 8-9 >919 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.30 8-9 >581 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.04 7 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 343 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 DF 240OF 2.0E WEBS 2 X 4 SPF 1650F 1.5E "Except' W1 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std W6 2 X 4 SPF Stud/Std OTHERS 2 X 4 SPF Stud/Std WEDGE Right: 2 X 10 DF No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS i Row at mldpt 5-11, 6-9 REACTIONS (lb/size) 7=8485/0-5-8, 2=-588/11-10-0, 14=6209/11-10-0, 12=3393/11-10-0, 13=-1968/11-10-0, 15=-166/11-10-0, 16=180/11-10-0 Max Horz 2=238(load case 6) Max Uplift7=-844(load case 8). 2— 1144(load case 3), 14=-659(load case 7), 12=-342(load case 8), 13=-2158(load case 3), 15=-189(load case 2), 16=-109(load case 9) Max Grav7=9860(load case 3), 2=188(load case 9), 14=6590(load case 2), 12-3734(load case 3), 13=232(load case 8), 15=43(load case 8), 16=224(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/1839 2-3=-233/2255, 3-4=-2747/343, 4-5=-2745/331, 5-6— 8037/764, 6-7=-15303/1307 BOT CHORD 2-16=-1858/303, 15-16=-1858/303, 14-15=-1858/303, 13-14=-1858/303, 12-13=-1858/303, 12-27--1858/303, 11-27_ 1858/303, 10-11=-532/6597, 9-10=-532/6597, 8-9=-1031/12451, 7-8=-1031/12451 WEBS 3-14=-5995/626, 3-11=-419/4942, 4-11=-288/2497, 11-26=-7020/712, 5.26=-6215/633, 5-9— 588/6607, 6-9— 6575/580, 6-8=-514/6833, 10-26=-107/1089 NOTES 1) Special connection required to distribute web loads equally between all plies. 2) 2-ply truss to be connected together with 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 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 6-8 2 X 4.2 rows at 0-4-0 oc. 3) 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. 4) 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. 5) 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" 6) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 7) Unbalanced snow loads have been considered for this design. 8) 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 CORRRifWSH$*," th other live loads. Job Truss Truss Type Oty Ply IFJEAGLEWOODHOME/1 05733 FIG ROOF TRUSS 1 2 Jab Reference o clonal)_ STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, NOTES 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) All plates are 1.50 MT20 unless otherwise indicated. 11) Gable studs spaced at 2-0-0 oc. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 844 lb uplift at joint 7, 1144 lb uplift at joint 2, 659 lb uplift at joint 14, 342 lb uplift at joint 12, 2158 lb uplift at joint 13, 189 lb uplift at joint 15 and 109 lb uplift at joint 16. 13) 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. 14) Girder carries tie-in span(s): 32-7-0 from 11-10-0 to 22-1-12; 22-4-0 from 22-1-12 to 25-9-0 15) Uplift for first LC exceeds limits 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4561 lb down and 300 lb up at 22-1-12 on bottom chord. The design/selection of such connection devlce(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 4-7=-86, 2-27=-16, 8-27= 784(F=-768), 7-8=-523(F=-507) Concentrated Loads (lb) Vert: 8=-3129(F) Job _ Truss Truss Type Oty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 G1 ROOF TRUSS 1 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 M€Tek Industries, Inc. Tue Oct 25 09:24:32 2005 Page 1 3-3-15 6-0-0 10-0-0 12-8-1 16-0-0 f 18-0-0 _ 3-3-15 2-8-1 4-0-0 2-8-1 3-3-15 2-0-0 Scale . 129.1 5x5 = 5x5 = 3 4 8.00 12 3x8 G \ \�- \ 3x6 2 3 \ \W4 W3 5 /T1 \ .. 1 \ W2 W2:' / 1 1 81 11 10 8 8 40 5, 20 11 3x4 = 3x8 = 2x4 II 3-3-15 6-0-0 _ 10-0-0 12-8-1 16-0-0 3-3-15 2-8-1 4-0-0 2-8-1 3-3-15 Plate Offsets (X,Y):[3:0-2-8,0-1-131,_[4:0-2-12,0-2-01,16:0-2-0,0-1-81 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud (Roof Snow=35.0) Plates Increase 1.15 TC 0.45 Vert(LL) -0.03 9-10 >999 240 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.06 9-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.32 Horz(TL) 0.02 6 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=1449/Mechanical, 6=1686/0-5-8 Max Horz 1=-124(load case 5) Max Upl€ftl=-136(load case 7), 6.-230(load case 8) Max Grav 1=1702(load case 2), 6=2038(load case 3) 3x8 7 PLATES GRIP MT20 197/144 Weight: 167 lb BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2687/225, 2-3=-2422/244, 3-4=-1845/196, 4-5=-2345/230, 5-6= 2460/188, 6-7=0/189 BOT CHORD 1-11=-201/2116, 10-11=-201/2116, 9-10=-176/1897, 8-9=-108/1898, 6-8=-108/1898 WEBS 2-11=-85/55, 2-10=-238/91, 3-10=-138/1056, 3-9=-195/160, 4-9=-125/968, 5-9=-98/163, 5-8=-227/95 NOTES 1) 2-ply truss to be connected together with 0.1 31"x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint 1 and 230 lb uplift at joint 6. 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. 12) Girder carries hip end with 6-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 lb down and 67 lb up at 10-0-0, and 459 lb down and 67 lb up at 6-0.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 66W 4%Y.ydard Jab Truss Truss Type Qty Ply IFJEAGLEWOODFIOME/10-24/EJ(ID)R 05733 G1 ROOF TRUSS 1 2 Job Reference STOCK COMPONENTS -IF, Idaho Falls, ID 83403. Robin .-I -- a Ronal .. ,....._ ..._ . . —•--� ....... .. ws„ — Utu-11 it-, isI . 1 uu Vc[ eo uu:z4:ii:i zuu5 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-3=-86, 3-4=-43(F=43), 4-7_-86, 1-10=-16, 9-10=-155(F=-139), 6-9=-16 Concentrated Loads (lb) Vert: 10=-459(F) 9.-459(F) Job Truss Truss Type 0ty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 G2 ROOF TRUSS 2 1 Job Reference (optional) .o iwt\ liViYlrV1VC1V 1.7-Ir, iucum ri91S, Iu oaqua, nuum 4-2-7 4-2-7 8-0-0 { 11-94 3-9-9 3-9-9 US = 3 O.LUU S roo 1 1 LUUZ) MI I eK InaUSVIeS. IRC. i ue uCr zo uu:z4:34 zuuo rage 1 16-0-0 18-0-0 4-2-7 2-0-0 scale - 1 :30.6 n to US = SX10 ; 6 �i 8-0-0 16-0-0 { 8-0-0 8-0-0 Plate Offsets (X,Y): f1:0-1-11,Edael, f5:0-1-11,Edge] LOADING (psi) 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 0.77 Vert(LL) 0.09 5-7 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.17 1-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 59 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=783/Mechanical, 5=1011/0-5-8 Max Horz 1=-158(load case 5) Max Upliftl=-45(load case 7), 5=-138(load case 8) Max Grav 1=935(load case 2), 5=1261(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1270/85, 2-3=-821/67, 3-4=-806/79, 4-5=-1206/73, 5-6=0/181 BOT CHORD 1-7=-61/965, 5-7--4/847 WEBS 2-7=-509/113, 3-7=-11/453, 4-7=-411/88 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-2 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 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi 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 45 lb uplift at joint 1 and 138 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. LOAD CASE(S) Standard Job 05733 H1 ROOFTRUSS 6.200 s K Inc. Tue Oct 25 09:24:35 2005 5-8-3 11-0-13 16-5-8 1 20-6-4 24-7-0 } 28-3-1 32-7-0 L34-7-0, 5-8-3 5-4-11 5-4-11 4-0-12 4-0-12 3-8-1 4-3-15 __2-0-0 Scale - 1:57.0 5x10 = 3x4 II 4x4 = 1.5x4 II 5x8 = 4x8 4x6 = = 1 2 3 4 c - 1. 1 1 5x8 -z 5x5 = 2x4 If 5x10 = 3x10 II 5x6 = 4x6 = 08 = 2x4 II 5-8-3 11-0-13 16-5-8 20-6-4 24-7-0 I 28-3-1 ! 32-7-0 5-8-3 5-4-11 5-4-11 4-0-12 4-0-12 3-8-1 4-3-15 1 Plate Offsets (X,Y): [3:0-2-O,Edgel, [7:0-4-0 0-1-91 [9.0-3-8 0-2-81 — LOADING (psi) SPACING 2-0-0 CSl DEFL in (loc) l/defl Ud PLATES GRIP ` (Roof Snow=35.0) Plates Increase 1.15 Lumber Increase 1.15 TC 0.67 BC Vert(LL) -0.24 15-16 >999 240 MT20 197/144 TCDL 8.0 BCLL 0.0 Rep Stress Incr NO 0.65 WB 0.97 Vert(TL) Horz(TL) -0.38 15-16 >999 180 0.09 9 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 380 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 DF 240OF 2.OE *Except* TOP CHORD Structural wood sheathing directly applied or 5-4-1 oc purlins, except B2 2 X 6 DF No.2 *Except* end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 2-18 W3 2 X 4 SPF 1650F 1.5E, W3 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 18=4370/0-2-8, 9=3419/0-5-8 Max Horz 18=-216(load case 8) Max Upliftl8=-438(load case 5), 9=-291(load case 8) Max Grav 18=4919(load case 2), 9=3419(load case 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1- 1 8=-297/50, 1-2=-81/10, 2.3=-7326/641, 3-4=-7326/641, 4-5=-7326/641, 5-6=-6727/584, 6-7=-4525/407, 7-8=-5471/472, 8-9=-5387/4270 9-10=0/189 BOT CHORD 17-18=-289/4560, 16-17_ 289/4560, 15-16=-610/8465, 14-15=-610/8465, 13-14=-610/8465, 12-13=-463/6727, 11-12=-291 /4397, 9-11 =-291/4397 WEBS 2-18=-6134/540, 2-17=-262/918, 2-16=-329/3837, 4-16=-601/104, 5-16=-2323/123, 5-15=-176/2785, 5-13=-2816/238, 6-13— 14212224, 6-12=-3498/286, 7-12=-196/2748. 8-12=-226/258, 8-11=-105/78 NOTES 1) 2-ply truss to be connected together with 0.1 31"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, Except member 5-15 2 X 4 -1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (8) 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; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other We loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 18. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 438 lb uplift at joint 18 and 291 Ib uplift at joint 9. 11) 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. d3h@j(ff 6g5SaJI2-in span(s): 8-0-0 from 0-0-0 to 16-5-8 05733 1 H1 I ROOF TRUSS 1 n STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.2000 s Fe NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2763 lb down and 182 lb up at 16-5-8 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 Uniform Loads (pit) Vert: 1-7=-86, 7-10= 86, 15-18=-164(F— 148), 9-15=-16 Concentrated Loads (lb) Vert: 15 1896(F) Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 H10 ROOF TRUSS 7 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:24:38 2005 Page 1 J f 5-11-0 1 11-2-0 12-4-p 5-11-0 5-3-0 1-2-0 5x8 = Scale - 1:55.2 2 LOADING (psf) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.1 TCDL 8.0 Lumber Increase 1.1 BCDL Rep Stress Incr YES .0 BCDL .0 8 Code IRC2003/TPI2002 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W 1 2 X 4 SPF 1650F 1.5E 8 314 11 5-11-0 _ 11-2-0 12-44 5-11-0 5-3-0 1-2-0 5 5 CSI DEFL in (loc) I/defl L/d TC 0.53 Vert(LL) -0.03 7-8 >999 240 BC 0.17 Vert(TL) -0.05 7-8 >999 180 WB 0.48 Horz(TL) 0.01 5 n/a n/a (Matrix) REACTIONS (Ib/size) 8=614/Mechanical, 5=614/Mechanical PLATES GRIP MT20 197/144 Weight: 76 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 6-0-0 oc bracing. WEBS 1 Row at midpt 2-7, 1-8 Max Horz 8=-104(load case 5) Max Uplift8=-49(load case 8), 5=-37(load case 7) Max Grav8=705(load case 2), 5=734(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--467/64, 2-3=-467/79, 3-4=-244/17, 1-8=-666/52, 4-5=-718/27 BOT CHORD 7-8=-117/132, 6.7=-26/352, 5-6=-4/28 WEBS 2-7=-210/72, 3-7=-139/165, 3-6=-573/74, 1-7=-18/289, 4-6=-40/803 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 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 49 lb uplift at joint 8 and 37 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 IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 STnrK rnMPnMPfdTQ.IF H11 Irlahn Can. In flven-2 o..ai.. ROOF TRUSS 1 2 Job Reference (optional) o.cuv s rVU 1 1 cuua Mi I eK rnausules, Inc. I ue UCt 25 09:24:40 2005 Page 1 5-11-0 11-2-0 12-5-13 15-5-7 18-5-6 22-7-0 � 24-7-0 � 5-11-0 5-3-0 1-3-8 2-11-15 2-11-15 4-1-10 2-0-0 US 11 Scale - t :56.5 5-11-0 11-2-0 12-5-$ 15-5-7 18-5-6 22-7-0 5-11-0 5-3-0 1-3-8 2-11-15 2-11-15 4-1-10 Plate Offsets MY): [1:0-24,0-1.121, (8:0-4-3,0-3-01, (13:0-5-15,0-5-01 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI (Roof Snow=35.0) Plates Increase 1.15 TC 1.00 TCDL 8.0 Lumber Increase 1.15 BC 0.89 BCLL 0.0 Rep Stress Incr NO WB 0.91 BCDL 8.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E 'Except' T1 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF 180OF 1.6E 'Except' B2 2 X 6 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std *Except* W4 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF 2100F 1.8E W7 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 15=3024/Mechanical, 8=5485/0-5-8 Max Horz 15=-750(load case 8) Max Upliftl5=-330(load case 8), 8=-527(load case 8) Max Grav 15-3333(load case 3), 8=6390(load case 3) DEFL In (loc) I/deft Ud PLATES GRIP Vert(LL)-0.5711-12 >467 240 MT20 197/144 Vert(TL)-0.8711-12 >305 180 MT18H 197/144 Horz(TL) 0.82 8 n/a n/a Weight: 285 lb BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14, 1-15 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=.2663/72, 2-3=-2815/96, 3-4=-13026/129, 4-5=-16215/373, 5-6— 19031/761, 6-7=-19072/750, 7-8=-19348/1000, 8-9=0/18111-15=-3342/71 BOT CHORD 14-15=-22/823, 13-14=0/11759, 12-13=0/14422, 11-12=-224/17271, 10-11=-613/17258. 8-10=-775/16971 WEBS 2-14=0/2557, 3-14=-12231/104, 3-13--73/13796, 4-13=-4768/453, 4-12=-525/5821, 5-12=-2521/450, 5-11=-292/1689, 7-11=-92/323, 7-1 0=- 145/583. 1-14-0/2895 NOTES 1) 2-ply truss to be connected together with 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 0.4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 4-12 2 X 4 - 2 rows at 0-4-0 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; MWFRS 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; Sheltered 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) All plates are MT20 plates unless otherwise Indicated. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 330 lb uplift at joint 15 and 527 lb uplift ContAMOtA page 2 I "" 'rN" UTY my IFJEAGLEWOODHOME/10-24/EJ(ID)R i 05733 H11 ROOF TRUSS 1 STOCK COMPONENTS -IF, Idaho 2 lJobReference (o tional Fails, ID 83403, Robin 6.200 s Feb 11 2005 MiTek industries, Inc. Tue Oct 25 09:24:40 2005 Page 2 (COTES 12) 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. 13) Girder carries tie-in span(s): 16-4-0 from 12-5-8 to 22-7-0 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3632 lb down and 239 lb up at 12-5-8 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 Uniform Loads (plf) Vert: 1-2=-86, 2-9=-86, 13-15=-16, 12-13--16, 8-12=-375(F=-359) Concentrated Loads (lb) Vert: 12=-2492(F) Job Trus 105733 H12 ROOF TRUSS Idaho s Feb 11 25 5-11-0 11-2-0 16-8-0 22-7-0 24-7-0 5-11-0 5-3-0 5-6-0 5-11-0 2-0-0 5x6 = Scale - 156.8 30 5-11-0 5-11-0 11-2-0 } 5-3-0 16-8-0 5-6-0 22-7-0 5-11-0 Plate Offsets (X,Y): [7:0-0-5,0.2-11, [7:0-3-2 0-2-81, 10:0-5-0 0-3-131 CSI DEFL in (loc) I/deft Ud PLATES GRIP GRIP LOADING (psi) SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.40 9-10 >660 240 MT20 4 TCDL g0) Lumber Increase 1.15 BC 0.80 Vert(TL) -0.61 9-10 >437 180 BCLL 0.0 Rep Stress Incr YES WB 0.91 Horz(TL) 0.56 7 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 111 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-10-3 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W5 2 X 4 SPF 1650F 1.5E, W1 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 1-12 SLIDER Right 2 X 4 SPF Stud/Std 3-2-10 2 Rows at 1/3 pts 3-11 REACTIONS (lb/size) 12=1122/Mechanlcal, 7=1342/0-5-8 Max Horz 12=-313(load case 8) Max Upliftl 2--101 (load case 8), 7=-138(load case 8) Max Grav 12=1122(load case 1), 7=1886(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-821/36, 2-3=-1003/61, 3-4=-3259/0, 4-5=-3443/0, 5-6=-4515/0, 6-7=-4742/0, 7-8=0/172, 1-12=-1084/27 BOT CHORD 11-12=-101/349, 10-11=0/2954, 9-10=0/3984, 7-9=0/3965 WEBS 2-11=0/487, 3-11=-2924/0, 3-10=0/2647, 5-10=-947/214, 5-9=0/186, 1-11=0/860 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 girder(s) for truss to truss connections. 7) Bearing at joint(s) 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 12 and 138 lb uplift at joint 7. 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 05733 H13 I ROOF TRUSS 14 I 1 R v urjai Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:24:44 2005 Page 1 6-10-14 13-6-4 16-2-0 1 21-7-1 27-0-1 32-10-0 34-10- 1 6-10-14 6-7-6 2-7-12 5-5-1 5-5-1 5-9-15 2-0-0 46 = Scale -1:58.5 5 - "- P* Is 1Z 11 1.5x4 II 3x8 5x8 = 34 = 04 = rr 10 la sx6 a j 6-10-14 13-6-4 16-2-0 24-3-9 32-10-0 6-10-14 6-7-6 2-7-12 8-1-9 8-6-7 Plate Offsets (X,Y): [1:0-2-12 0-0-21.[9:0-1-5,Edge) SPACING 2-0-0 LOADING (psf) TCL35.0 CSI DEFL In (loc) I/defl Ud PLATES GRIP (Roof Snow_35.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.10 9-11 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.43 Vert(TL) -0.25 9-11 >944 180 BCLL 0.0 Rep Stress Incr YES WB 0.66 Horz(TL) 0.04 9 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 163 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-5-15 cc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing, Except: WEBS 2 X 4 SPF Stud/Std *Except* 6-0-0 cc bracing: 13-14. W5 2 X 4 SPF 1650F 1.5E SLIDER Left 2 X 4 SPF Stud/Std 4-1-2 WEBS 1 Row at midpt 3-14, 4-14, 5-13, 6-13 REACTIONS (lb/size) 1=662/Mechanical, 14=1712/0-5-8, 9=1154/3-11-8 Max Horz 1=-303(load case 5) Max Upllftl=-36(load case 7), 14— 101(load case 7), 9— 164(load case 8) Max Grav 1=1015(load case 2), 14=1712(load case 1), 9=1661(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1258/62, 2-3=-990/83, 3-4=-326/160, 4-5=-305/181, 5-6=-473/152, 6-7=-1112/147, 7-8=-1477/121, 8-9=-1924/122, 9-10=0/175 BOT CHORD 1-15=-155/824, 14-15=-155/8240 13.14=-81/215, 12-13=0/823, 11-12=0/823, 9-11=0/1424 WEBS 3-15=0/263, 3-14=-961/159, 4-14=-1241/45, 4-13=-l/1091, 5-13=-138/68. 6-13=-1044/169, 6-11 :-23/700, 8-11=-621/138 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber D01-=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; PI-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 36 lb uplift at joint 1, 101 lb uplift at joint 14 and 164 lb uplift at joint 9. 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 IF./EAGLEWOODHOME/10-24/EJ(ID)R 05733 H14 ROOF TRUSS 2 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MTek Industries, Inc. Tue Oct 25 09:24:45 2005 Page 1 _ 5-7-0 10-10-8 _ 16-2-0 21-7-1 27-0-1 32-10-0 ,34-10-0� 5-7-0 5-3-8 5-3-8 5-5-1 5-5-1 5-9-15 2-0-0 Scala-1:58.5 US = P Jxq :- 3x11 = 4X0 = UM = sx4 = 4x4 v 8-2-12 16-2-0 24-3-9 29-2-4 32-10-0 8-2-12 7-11-4 8-1-9 4-10-11 3-7-12 Plate Offsets MY): 11:0-3-8,Edaej, I9:0-1-13,Edue) 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 0.72 Vert(LL) -0.09 15 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.41 Vert(TL) -0.21 12-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 11 n/a nla BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 155 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-4-1 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing, Except: WEBS 2 X 4 SPF Stud/Std *Except* 6-0-0 oc bracing: 9-11. W4 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 4-14, 6-14 SLIDER Left 2 X 4 SPF Stud/Std 3-3-13 REACTIONS (lb/size) 1=1468/Mechanical, 9=217/0-3-8, 11=1841/0-3-8 Max Horz 1=-303(load case 5) Max Upliftl=-88(load case 7), 9=-137(load case 2), 11— 66(load case 7) Max Grav 1=1806(load case 2), 9=506(load case 3), 11 =1969(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2564/132, 2-3=-2222/149, 3-4=-2177/177, 4-5=-1294/180. 5-6=-1282/182, 6-7= 1153/147. 7-8=-1433/121, 8-9=-36/531, 9-10=0/179 BOT CHORD 1-15=-149/1945, 14-15=-60/1464, 13-14=0/1097, 12-13=0/1097, 11-12=0/811, 9-11=-332/115 WEBS 3-15— 514/144, 4.155-47/589, 4-14=-992/176, 5-14=-101/818, 6-14— 508/177, 6-12= 358/51, 8-12=0/546, 8-11=-2156/110 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; 131=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 88 lb uplift at joint 1, 137 lb uplift at joint 9 and 66 lb uplift at joint 11. 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 IF./EAGLEWOODHOME/10-24/EJ(ID)R 05733 H15 ROOF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Fans, ID 83403, Honor b.euu s Feb 7 1 zuua mi 1 eK [nuusu{es, Inu. 1 utl vcl e-D V7.G9.00 4uvo rcyn i I 7-10-12 15-6-0 1,6-10-p 24-7-9 32-10-0 _ 4-10-0 7-10-12 7-7-4 1-4-0 7-9-9 8-2-7 2-0-0 Scale - 1:60.1 600 MT16H= 400 = 1.5x4 II 40 = US = 4x4 = 1.5x4 II 3x4 7-10-12 15-6-0 1p-10-p 24-7-9 29-2-4 , 32-10-0 , 7-10-12 7-7-4 1-4-0 7-9-9 4-6-11 3-7-12 Plate Offsets (X,Y):_[1:0-3-8,Edge],_[4:0-5-4,0-1-01. [5:0-6-0,0-1-818j 0.3-0,Edge1 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.79 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.51 TCDL 8.0 Rep Stress Incr YES WB 0.60 BCLL 0.0 Code IRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W3 2 X 4 SPF 1650F 1.5E, W4 2 X 4 SPF 165OF 1.5E W3 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 6 DF No.2 SLIDER Left 2 X 4 SPF Stud/Std 4-8-5 DEFL In (loc) I/deft L/d PLATES GRIP Vert(LL) -0.11 1-15 >999 240 MT20 197/144 Vert(TL) -0.21 1-15 >999 180 MT18H 197/144 Horz(TL) 0.08 8 n/a n/a Weight: 177 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-14. 4-13, 5-13, 7-13, 7-10 REACTIONS (lb/size) 1=1514/Mechanical, 8=592/0-3-8, 10=1420/0-3-8 Max Horz 1=-288(load case 5) Max Upliftl=-97(load case 7), 8=-168(load case 8). 10=-32(load case 7) Max Grav 1=1875(load case 2), 8=876(load case 3), 10=1509(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2593/124, 2-3=-2330/149, 3-4=-1617/168, 4-5=-1077/180, 5-6=-1289/182, 6-7=-1487/145, 7-8=-559/88, 8-9=0/179 BOT CHORD 1-15=-121/1939, 14-15— 121/1939, 13-14=0/1108, 12-13=-4/1335, 11-12=-4/1335, 10-11=-4/1335, 8-10=0/220 WEBS 3-15=0/293, 3-14=-1031/174, 4-14= 59/627, 4-13=-864/605, 5-13=-203/890, 7-13=-526/1721 7-11=0/234, 7-1 0=-1 723/57 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) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection: 5. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 1, 168 lb uplift at joint 8 and 32 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 ANSI/TPI 1. LOAD CASE(S) Standard Job Truss 05733 IH16 Idaho Falls, ID 83403, Robin 6.200 s Feb 1 6-5-1 12-8-7 18-10-0 24-0-2 29-2-4 32-10-0 1 6-5-1 6-3-5 6-1-9 5-2-2 5-2-2 3-7-12 2-0-0 scale - 1:57.4 36 It 4x6 = W = Us = 1 2 3 e 1 6-5-1 12-8-7 18-10-0 24-0-2 29-2-4 32-10-0 6-5-1 6-3-5 6-1-9 5-2-2 5-2-2 3-7-12 Plate Offsets (X,Y): [4:0-3-5 Edoe) 17:0-1-11 Ed[3e) LOADING (psf)0 SPACING 2-0-0 CSI DEFL In (loc) I/deft Ud PLAT GRIP PLATES GRIP (Roof Snow_35.0} Plates Increase 1.15 TC 0.76 Vert(LL) -0.07 13-14 >999 240 4 TCDL g 0 8.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.12 12-13 >999 180 BCLL Rep Stress Incr YES WB 0.75 Horz(TL) 0.04 9 n/a n/a BCDL 8.0 Code IRC2003!) P12002 (Matrix) Weight: 183 lb 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 Stud/Std *Except* BOT CHORD W1 2 X 4 SPF 165OF 1.5E, W2 2 X 4 SPF 1650F 1.5E WEBS W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650E 1.5E REACTIONS (lb/size) 15=1468/Mechanical, 9=1718/0-3-8, 7=324/0-3-8 Max Horz 15=-330(load case 8) Max UplIft15= 155(load case 5), 9=-42(load case 5), 7=-143(load case 8) Max Grav 15=1929(load case 2), 9=1718(load case 1), 7_581(load case 3) Structural wood sheathing directly applied or 5-2-3 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-15, 2-15, 3-13, 3.12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15= 370/53, 1-2_ 31/2, 2-3.= 1403/130, 3-4=-1107/132, 4-5— 1387/129, 5-6=-1377/81, 6-7=-130/187, 7-8=0/179 BOT CHORD 14-15=0/1047, 13-14=0/1047, 12-13=0/1403, 11-12=0/1046, 10-11=0/1046, 9-10— 134/79, 7-9=-134/79 WEBS 2-15=-1812/154, 2-14=0/238, 2-13=-75/634, 3-13=-420/121, 3-12=-535/2259 4-12=0/273, 5-12=-295/343, 5-10=-460/481 6-10=-1/1243, 6-9=-1662/90 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: ASIDE 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) Refer to glyder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint 15, 42 lb uplift at joint 9 and 143 lb uplift at joint 7. 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 05733 H17 I ROOF TRUSS sFeb 11 2005 7-1-1 14-0-7 20-10-0 25-0-2 1 29-2-4 32-10-0 _ �34-10_0, 7-1-1 6-11-5 6-9-9 4-2-2 4-2-2 3-7-12 2-0-0 Scale. 1:57.4 3x8 If 300 = 4x8 = 1 T. 2 3 W = T - W2j \W2 i \ 2 \ a \ 15 3x8 = 14 1.5x4 II 6.3 1Z 11 3x4 = 3x4 = 3x8 = 10 4x5 = 7-1-1 14-0-7 20-10-0 29-2-4 32-10-0 7-1-1 6-11-5 6-9-9 8-4-4 3-7-12 8x6 N I� LOADING (psf) TCL35.0 SPACING 2.0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow-35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.08 10-11 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.19 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 167lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-11-2 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: W1 2 X 4 SPF 165OF 1.5E, W2 2 X 4 SPF 165OF 1.5E 6-0-0 oc bracing: 8-10. W2 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 1-15, 3-15, 4-11, 6-10 REACTIONS (lb/size) 15=1474/Mechanical, 10=1663/0-3-8, 8=373/0-3-8 Max Harz 15=-292(load case 8) Max Upliftl5=-152(load case 5), 10=-67(load case 5), 8=-131(load case 8) Max Grav 15=1717(load case 2), 10=1663(load case 1), 8=617(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-15— 349/59, 1-2=-41/3, 2-3=-41/3, 3-4=-1525/153, 4-5=-11221134, 5-6=-1418/133, 6-7=-204/103, 7-8=-200/85, 8-9=0/179 BOT CHORD 14-15=0/1185, 13-14=0/1185, 12-13=0/1525, 11-12=0/1525, 10-11=0/977, 8-10=-47/111 WEBS 3-15— 1735/160, 3-14=0/266, 3-13=-67/540, 4-13=-297/112, 4-11=-676/52, 5-11=0/282, 6-11=-34/464, 6-10=-1573/69, 7-10=-483/108 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.; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 152 lb uplift at joint 15, 67 lb uplift at joint 10 and 131 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 ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 H18 ROOF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:03 2005 Page 1 7-9-1 _ 15-4-7 22-10-0 , 29-2-4 } 32-10-0 !34-10-0, I 7-9-1 4x8 I I 3x10 = 4x8 = 1 2 3 7-7-5 7-5-9 6-4-4 3-7-12 2-0-0 Scale - 1.57.4 6x10 MT18H= US = 1.50 II 3x4 = 3x6 = 4x1Z = 3x4 n 7-9-1 15-4-7 22-10-0 29-2-4 32-10-0 7-9-1 7-7-5 7-5-9 6-4-4 3-7-12 Plate Offsets (X Y): [5:0-6-0 0-1-81, [7:0-1-11 Edael 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) -0.12 12-13 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.47 Vert(TL) -0.21 12-13 >999 180 MT18H 197/144 TCDL 8.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.06 9 n/a n/a BCLL 0.0 Rrnl A n Code IRC2003/TPI2002 (Matrix) Weight: 152 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W 1 2 X 4 SPF 1650F 1.5E WEBS REACTIONS (lb/size) 14=1460/Mechanical, 9=1797/0-3-8, 7=254/0-3-8 Max Horz 14=-253(load case 8) Max Uplift14=-150(load case 5), 9=-87(load case 5), 7=-145(load case 8) Max Grav 14=1751(load case 2), 9=1797(load case 1), 7=521(load case 3) Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 1-14, 4-10 2 Rows at 1/3 pts 3-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-14=-389/66, 1-2=-67/5, 2-3=-67/5, 3-4=-1905/180, 4-5=-1105/139, 5-6=-1435/128, 6-7=-68/308, 7-8=0/179 BOT CHORD 13-14=0/1557, 12-13=0/1557, 11-12=-37/1905, 10-11=-37/1905, 9-10=-251/63, 7-9=-251/63 WEBS 3-14= 1972/175, 3-13=0/286, 3-12=-56/460, 4-12=-174/128, 4-1 0=-1 064/62. 5-10=-50/262, 6-10=-42/1463, 6-9=-1740/139 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.; 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 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) All plates are MT20 plates unless otherwise indicated. 8) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 5. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint 14, 87 lb uplift at joint 9 and 145 lb uplift at joint 7. 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 05733 Truss H19 I ROOF TRUSS 2 Inc. Tue Oct 25 09:25:03 2005 Page 5-1-13 10-0-3 14-10-8 19-10-4 24-10-0 29-2-4 1 32-10-0 34-10-0� 5-1-13 4-10-5 4-10-5 4-11-12 4-11-12 4-4-4 3-7-12 2-0-0 Scale . 1:57.4 3x4 11 6x8 = 3x4 = 1.5x4 II 08 4x6 = 5x5 — = 1 r- 2 3 4 5 B 0 �b ly 9 r < � -' 10 i$ 18 17 16 15 14 13 12 11 05 4x6 = 2x4 II 6x8 = 3x8 it 06 = 4x6 = 5x10 = 2x4 II T W1\ `Y13 W3%%Wi\ :,W41111 \\�WS 5x6 8 \44/ X\ W7 \ 5-1-13 10-0-3 , 14-10-8 19-10-4 24-10-0 29-2-4 32-10-0 5-1-13 4-10-5 4-10-5 4-11-12 4-11-12 4-4-4 3-7-12 Plate Offsets (X,Y):[9:0-2-8,0-2-4] LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.54 Lumber Increase 1.15 SC Vert(LL) -0.17 15-16 >999 240 MT20 197/144 TCDL 8.0 0.67 BCLL 0.0 Rep Stress Incr NO WB 0.98 Vert(TL) Horz(TL) -0.27 15-16 >999 180 0.06 11 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 382 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 6 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins, except WEBS 2 X 4 SPF Stud/Std *Except* W7 2 X 4 SPF 1650F 1.5E end verticals. BOT CHORD Rlgld ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12,9-11. WEBS 1 Row at mfdpt 2-18 REACTIONS (lb/size) 18=380 1 /Mechanical, 11-4249/0-3-8, 9=-673/0-3-8 Max Harz 18=-216(load case 8) Max Upliftl8=-388(load case 5), 11=-351(load case 5), 9=-1185(load case 2) Max Grav 18=4318(load case 2), 11=4570(load case 2), 9=179(load case 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18--267/44, 1-2=-66/8, 2-3=-5750/510, 3-4=-5750/510, 4-5=-5750/510, 5-6=-4515/408, 6-7=-1718/187, 7-8=-2079/201, 8-9=-178/2122, 9-10=0/187 BOT CHORD 17-18=-210/3609, 16-17=-210/3609, 15-16=-460/6576, 14-15=-460/6576, 13-14=-460/6576, 12-13=-290/4515, 11-12=-1745/182, 9-11=-1745/182 WEBS 2-18=-5098/454, 2-17=-232/823, 2-16— 272/3128, 4-16=-529/91, 5-16=-1823/97, 5-15=-151/2495, 5-13=-2974/245, 6-13=-125/2228, 6-12=-3982/318, 7-12=-34/842, 8-12=-283/4008, 8-11=-4331/378 NOTES 1) 2-ply truss to be connected together with 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=4.8pst; 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.; 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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 388 lb uplift at joint 18, 351 lb uplift at joint 11 and 1185 lb uplift at joint 9. 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. 12) Girder carries tie-in span(s): 8-0-0 from 0-0-0 to 14-10-8 &W&(%f1%jeC2exceeds limits Truss 05733 I H19 I ROOF TRUSS 11 21 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek industries, Inc. Tue Oct 25 09:25:03 2005 Page 2 NOTES 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2488 lb down and 164 lb up at 14-10-8 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 Uniform Loads (pit) Vert: 1-7=-86, 7-10=-86, 15-18=-163(F=-147), 9-15=-16 Concentrated Loads (lb) Vert: 15=-1707(F) Job Truss Truss Type city Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R Q5733 H2 ROOF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:09 2005 Page 1 6-6-8 12-9-8 19-0-8 220-66- 22-7-0 1 28-7-8 30-1-$T 32-7-0 34-7-0 6-6-8 6-3-0 6-3-0 1-6-0 2-0-8 6-0-8 1-6-0 2-5-8 2-0-0 Scale - 1:57.8 6x10 MT18H= 3x10 = 4x8 = 1.50 H 4x8 = 40 = 2 3 4 5 6 7 W2 VVI . W4 VVIW5,VVI US , W 0 a \ 14 13 19 3x8 = 17 08 W 3x8 = 6x8 16 Bx8 = 5x8 8.00 12 8.00 L12 4x5 W12�\8 3 �. 10 c 12 6x12 Sx6 6-6-8 _,_ 12-9-8 6-6-8 6-3-0 ,_ 19-0-8 20-6-$ 22-7-0 , 6-3-0 1-6-0 2-0-8 28-7-8 6-0-8 R0-1-8 32_ 1-6-0 2-5-8 Plate Offsets (X,Y): 17:0-6-0,0-1-8].[10:0.3-7,Edge), [12:0-3-0,0-2-31, [16:0-4-8,0-1-121 LOADING (psi) SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.18 15 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.31 15 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(TL) 0.19 10 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 176 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W1 2 X 4 SPF 1650F 1.5E WEBS REACTIONS (lb/size) 19=1635/Mechanical, 10=1848/0-5-8 Max Horz 19=-253(load case 8) Max Upliftl9� 158(load case 5), 10=-142(load case 8) Max Grav 19=1898(load case 2), 10=1964(load case 3) Structural wood sheathing directly applied or 3-2-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 1-19, 5-17, 5-16, 8-14 2 Rows at 1/3 pis 3-19 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-19=-325/55, 1-2=-46/3, 2-3=-46/3, 3-4=-2154/188, 4-5=-2154/188, 5-6=-2172/182, 6-7=-1996/168, 7-8=-2545/171, 8-9=-3766/156, 9-10=-2415/108, 10-11=0/181 BOT CHORD 18-19=0/1513, 17-18=0/1513, 16-17=-43/2070, 15-16= 64/2387, 14-15=-31/2152, 13-14=-79/3102, 12-13=-38/2065, 10-12=-39/1824 WEBS 3-19=-2108/179, 3-18-0/239, 3-17=-87/932, 4-17=-681/119, 5-17=-216/125, 5-16— 1151/81, 5-15=0/6701 6-15=-69/741, 6-14=-749/1219 7-14=-6/1056, 8-14=-1351/73, 8-13=0/677, 9-13=-41/1525, 9.12=-1153/26 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Spsf; 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.; 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 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) All plates are MT20 plates unless otherwise Indicated. 8) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection: 7. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 19 and 142 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 ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R - 05733 H3 ROOF TRUSS 1 1 STOCK COMPONENTS -IF. Idahn Falls. In mans Rnhh � �� Job Reference o tlonal I s reD 11 zuub mi I ek Industries, Inc. Tue Oct 25 09:25:11 2005 Page 1 ^_ 6-6-8 12-9-8 19-0-8 0-7- 24-7-4 1 28-7-8 R0-1-q 32-7-0 } 34 7-0 { 6-6-8 6-3-0 6-3-0 1-6-8 4-0-4 4-0-4 1-6-0 2-5-8 2-0-0 scale - 157.8 = 6x8 = 4x4 = 4x4 = 1.5x4 II 5x8 = 8x8 1 2 3 4 e n 5x8 6-6-8 12-9-8 19-0-8 20-6-$ 28-7-8 ,30-1-$ 32-7-0 , 6-6-8 6-3-0 6-3-0 1-6-0 8-1-0 1-6-0 2-5-8 Plate Offsets (X,Y): f3:0-2-0 Edge), 16:0-3-5 Edgel,110.0-1-6 Edgel [12.0-3-0 0-2-3]L[14:0-3-0,0-0-01, fl5:0-3-0 0-2-31 (ps35.0 TCLIL SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow-35.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.17 13-14 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.38 13-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.90 Horz(TL) 0.15 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 191 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std *Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W1 2 X 4 SPF 165OF 1.5E, W2 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 1-18, 2-17, 5-16, 5.15 REACTIONS (lb/size) 18=1635/Mechanical, 10=1848/0-5-8 Max Horz 18=-292(load case 8) Max Upliftl8=-158(load case 5), 10=-148(load case 8) Max Grav 18-1834(load case 2), 10=2091(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-18=-1777/184, 1-2=-1209/107, 2-3= 1692/157, 3-4=-16921157, 4-5=-16921157, 5-6=-1763/142, 6-7=-2192/150, 7-8=-3780/143, 8-9=-3727/88, 9-10=-2511/86, 10-11=0/181 BOT CHORD 17-18=0/292, 16-17=0/1209, 15-16=0/1641, 14-15=0/1944, 13-14=- 8/2185, 12-13=-15/2086, 10-12=-23/1868 WEBS 1-1 7=-1 67/1875, 2-17=-1363/196, 2-16=-80/8331 4-16=-684/120, 5-16=-270/206, 5-15=-988/11, 5-14=0/862, 6-14=-61/1105, 7-14=- 867/110, 7-13=-3/1478, 8-13=-362/110, 9-13=0/13810 9-12=-1155/0 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.; 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 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint 18 and 148 lb uplift at joint 10. 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 �I _1 4 6-9-4 13-3-0 J 18-7-0 20-6-8 1 24-7-0 1 28-7_8 j30-1-4 32-7-0 , 34-7-0� 6-9-4 6-5-12 5-4-0 1-11-8 4-0-8 4-0-8 1-6-0 2-5-8 2-0-0 Scale - 1.57.7 4x8 = 6x6 = 5x5 = US = 5x6 % 8.00 12 5x6 �� 6-9-4 13-3-0 19-0-8 0-6- 28-7-8 _ _ j30-1- 3---- 6-9-4 6-5-12 5-9-8 1-6-0 8-1-0 1-6-0 2-5-8 LOADING (p S35.0 TCLL SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.53 Vert(LL) -0.21 12-13 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.44 12-13 >881 180 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.18 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 183 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W6 2 X 4 SPF 1650F 1.5E, W9 2 X 4 SPF 1650F 1.5E WEBS W12X6DFNo.2 REACTIONS (Ib/size) 17=1631/Mechanical, 9=1844/0-5-8 Max Horz 17=-256(load case 5) Max Uplift I7— 82(load case 7), 9=-174(load case 8) Max Grav 17=1764(load case 2), 9=2062(load case 3) Structural wood sheathing directly applied or 3-10-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-15, 5-14 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2396/125, 2-3=-1822/145, 3-4=-1385/166, 4-5=-1672/175, 5-6=-2221/117, 6-7=-3949/119, 7-8--3914/37, 8-9=-2603/50, 9-10=0/181, 1-17=-1703/114 BOT CHORD 16-17=-231/723, 15-16=-133/1823, 14-15=0/1392, 13-14=0/2059, 12-13=0/2281, 11-12-0/2192, 9-11=-1/1961 WEBS 2-16=-30/164, 2-15=-598/145, 3-15=-7/433, 4-15=-364/313, 4-14=-98/639, 5-14=-1675/12, 5.13=0/1742, 6-13=-821/115 , 6-12=-4/1429, 7-12=-287/110, 8-12=0/1453, 8-11=-1203/0, 1-16=0/1136 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.Bpsf; 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; Sheltered 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 root 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 lb uplift at joint 17 and 174 lb uplift at joint 9. 9) 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 i 5-3-5 10-3-3 15-3-0 16-7-Q 19-0-8 ?0-6-$ 24-7-0 1 28-7-8 30-1-$_ 32 7 0 334-7-0 5-3-5 4-11-13 4-1 1-13 1-4-0 2-5-8 1-6-0 4-0-8 4-0-8 1-6-0 2-5-8 2-0-0 6x6 = 6x6 = SWO: 3116--1' 7-9-4 15-3-0 _ ___� 6-7-9 19-0-8 ?0-6-$ 28-7-8 30-1-$ 32-7-0 7-9-4 7-5-12 1-4-0 2-5-8 1-6-0 8-1-0 1-6-0 2-5-8 Plate Offsets (X,Y): [4:0-3-4,Edge], [5:0-3-5,Eda9J, [10:0-2-10,0-1-8 L112:0-6-6,0-0-81. 112:0-0-13 Edgel, N4.0-4-0 0-1-91, [17:0.3-0.0-2-31 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI (Roof Snow-35.0) Plates Increase 1.15 TC 0.77 TCDL 8.0 Lumber Increase 1.15 BC 0.57 BCLL 0.0 Rep Stress Incr YES WB 0.96 BCDL 8.0 Code IRC2003frP12002 (Matrix) ) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* W6 2 X 4 SPF 1650F 1.5E, W7 2 X 4 SPF 1650F 1.5E W6 2 X 4 SPF 1650F 1.5E, W10 2 X 4 SPF 1650F 1.5E W12X6DFNo.2 WEDGE Right: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 12= 1844/0-5-8. 21 =1 631 /Mechanical Max Horz 21=-289(load case 5) Max Upliftl 2=-1 81 (load case 8), 21=-90(load case 7) Max Grav 12=2296(load case 3), 21=1935(load case 2) DEFL in (loc) I/defl L/d PLATES GRIP Vert(LL)-0.2515-16 >999 240 MT20 197/144 Vert(TL)-0.4715-16 >820 180 Horz(TL) 0.19 12 n/a n/a Weight: 210 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-19, 5-19. 6-18, 6-17. 2-21 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2--996/102, 2-3--2331/176, 3-4=-1613/176, 4-5=-1242/179, 5-6=-1517/192, 6-7=-2279/197, 7-8=-2378/144, 8-9=-4299/138, 9-10=-4215/73, 10-11— 4250/66, 11-12=-2839/72, 12-13=0/181, 1-21=-795/97 BOT CHORD 20.21=-138/1990, 19.20— 55/1649, 18-19=0/1222, 17-18=0/1427, 16-17=0/1643, 15-16=-9/2453, 14-15=-10/2379, 12-14=-18/2135 WEBS 2-20— 372/131, 3-20=-38/441, 3-19=-836/1610 4-19=-48/605, 5-19= 350/614, 5-18=-143/867, 6-18=-1044/143, 6-17=-716/0, 6-16=-23/1980, 7-16=-339/97, 8-16=-925/117, 8-15=-9/1588, 9-15=-354/108, 11-15-0/1573, 11-14=-1319/0, 2-21 _ 1701 /65 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 181 lb uplift at joint 12 and 90 lb uplift at joint 21. 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 N9 05733 J H6 I ROOF TRUSS ID 83403, Robin 6.200 s Feb 112005 MiTek industries, Inc. Tue Oct 25 5-6-0 10-8-8 15-11-0 19-0-8 20-6-$ 24-7-0 28-7-8 30-1-_32-7-0 i3 5-6-0 5-2-8 5-2-8 3-1-8 1-64 4-0-8 4-0-8 1-6-0 2-5-8 2-0-0 US = - - -1 .L U8 8x8 = 8-1-4 , 15-11-0 19-0-8 20-6-> 28-7-8 30-1-$ 32-7-0 , 8-1-4 7-9-12 3-1-8 1-6-0 8-1-0 1-6-0 2-5-8 Plate Offsets (X,Y): 111:0-6-6,0-0-5] 11.0-0-13,Edgel, 03:0-4-0.0-1-91 LOADING (psf) SPACING 2-0-0 TCLL 35.0 (Roof Snow-35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code IRC2003/TP12002 CSI DEFL in (loc) I/deft Ud TC 0.77 Vert(LL) -0.2414-15 >999 240 BC 0.56 Vert(TL) -0.4614-15 >838 180 WB 0.94 Horz(TL) 0.19 11 n/a n/a (Matrix) LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except' BOT CHORD W6 2 X 4 SPF 1650F 1.5E, W9 2 X 4 SPF 165OF 1.5E WEBS W12X6DFNo.2 WEDGE Right: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 11.1844/0-5-8, 19=1631/Mechanical Max Horz 19=-302(load case 5) Max Upliftl 1=-183(load case 8), 19=-91(load case 7) Max Grav 11=2259(load case 3), 19=1896(load case 2) PLATES GRIP MT20 197/144 Weight: 189 lb Scale - 1:61.6 Structural wood sheathing directly applied or 3-0-11 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-17, 5-17, 5-16, 2-19 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1029/109, 2-3--2251/180, 3-4=-1556/190, 4-5=-1470/195, 5-6=-2194/199, 6-7=-2304/154, 7-8=-4204/142, 8-9=-4085/86, 9-10= 4154/83, 10.11= 2778/80, 11-12=0/181, 1-19— 821/102 BOT CHORD 18-19=-144/1940, 17-18=-57/1559, 16-17=0/1390, 15-16=0/1613, 14-15=-18/2388, 13-14=-18/2326, 11-13=-25/2087 WEBS 2-18= 413/137, 3-18_ 39/490, 3-17=-907/169, 4-17=-136/1185, 5-17— 1020/156, 5-16=-787/01 5-1 5=-1 8/1948, 6-15=-319/96, 7-15=-920/117, 7-14=-11/1566, 8-14=-355/108, 10-14=0/1 537,10-13--1292/3, 2-19=-1604/73 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 girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 183 lb uplift at joint 11 and 91 lb uplift at joint 19. 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 ,lob 05733 H7 ROOFTRUSS 1 I 1 Falls, ID 83403, 6.200 s Feb 112005 1 5-0-15 ,_ 10-6-0 i 15-11-0 j 21-4-1 26-9-1 32-7-0 , 34-7-0, 5-0-15 5-5-1 5-5-1 5-5-1 5-5-1 5-9-15 2-0-0 Scale . 1:58.4 5x5 = 4 300 = 3x4 = 3x8 = US = 3x4 = Sxe = 7-9-7 15-11-0 24-0-9 32-7-0 7-9-7 8-1-9 8-1-9 8-6-7 LOADING (psf) SPACING 2-0-0 CS1 DEFL in (loc) I/defl L/d TCLL 35.0 Plates Increase 1.15 TC 0.77 Vert(LL) 0.12 8-10 >999 240 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.53 Vert(TL) -0.2712-13 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.10 8 n/a n/a BCLL 0.0 Code IRC2003lrP12002 (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 Stud/Std *Except* W6 2 X 4 SPF 1650F 1.5E, W1 2X6DFNo.2 WEDGE Right: 2 X 8 DF 1950F 1.7E REACTIONS (lb/size) 8= 1 844/0-5-8,14=1631/Mechanical Max Horz 14=-302(load case 5) Max Uplift8--183(ioad case 8), 14=-91(load case 7) Max Grav8=2259(load case 3), 14=1896(load case 2) PLATES GRIP MT20 197/144 Weight: 156 lb BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 3-12, 5-12, 2-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-917/88, 2-3— 2273/177, 3-4— 1567/188, 4-5=-1566/191, 5-6=-20691162, 6-7=-2427/136, 7-8=-2861/136, 8-9=0/181 , 1-14=-735/85 BOT CHORD 13-14=-150/1953, 12-13=-62/1584, 11-12=0/1650, 10-11=0/1650, 8-10=-31/2170 WEBS 2-13=-375/132, 3-13=-33/441, 3-12=-913/173, 4-12=-111/1126, 5-12=-996/166, 5-10= 19/605, 7-10=-539/131, 2-14=-1729/82 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; P11=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 183 lb uplift at joint 8 and 91 lb uplift at joint 14. 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 j Job Truss Truss Type City Ply IF./EAGLEW000HOME/10-24/EJ(ID)R I 05733 H8 ROOF TRUSS 1 3 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MITek Industries, Inc. Tue Oct 25 09:25:22 2005 Page 1 5-3-0 10-2-8 15-11-0 21-2-0 ?2-5-$ 25-5-7 28-5-6 , 32-7-0 3} 47-0i 5-3-0 4-11-8 5-8-8 5-3-0 1-3-8 2-11-15 2-11-15 4-1-10 2-0-0 Seale - 1:58.7 05 II rb a 6x6 II 19 la 3x4 W II 6x8 - 5-3-0 10-2-8 15-11-0 21-2-0 �2-5-$ 25-5-7 , 28-5-6 32-7-0 , 5-3-0 4-11-8 5-8-8 5-3-0 1-3-8 2-11-15 2-11-15 4-1-10 Plate Offsets (X,Y): [1:0-2-12,0.0-10), (11:0-4-3,0-3-01, r16:0-5-15,0-5-0) (18.0-5-4,0-3-8) LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.80 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.89 TCDL 8.0 Rep Stress Incr NO WB 0.84 BCLL 0.0 Code iRC2003/TP12002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 DF 240OF 2.0E BOT CHORD 2 X 6 DF No.2 *Except* B2 2 X 6 DF 180OF 1.6E, B3 2 X 6 DF 240OF 2.0E WEBS 2 X 4 SPF Stud/Std *Except* W5 2 X 4 SPF 1650F 1.5E, W6 2 X 4 SPF 1650F 1.5E W7 2 X 4 SPF 210OF 1.8E, W9 2 X 4 SPF 1650F 1.5E WEDGE Right: 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 3-1-3 REACTIONS (lb/size) 1=3129/Mechanical, 11=7006/0-5-8 Max Horz 1=-739(load case 5) Max Upliftl=-268(load case 7), 11=-683(load case 8) Max Grav 1=3580(load case 2), 11=8084(load case 3) DEFL In (loc) I/defl Ud Vert(LL)-0.6615-16 >587 240 Vert(TL)-1.0215-16 >380 180 Horz(TL) 0.78 11 n/a n/a PLATES GRIP MT20 197/144 MT18H 197/144 Weight: 593 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-5451/408, 2-3--5278/4280 3-4=-5083/455, 4-5=-5939/404, 5-6=-5873/424, 6-7=-19958/818, 7-8=-23622/1097, 8-9=-26230/1464, 9-10=-26271/1453, 10-11=-25607/1612, 11-12=0/181 BOT CHORD 1-19=0/4243, 18-19=0/4244, 17-18=0/4525, 16-17=-116/17960, 15-16=-381/21016, 14-15=-858/23762, 13-14=4155/22810, 11-13=4307/22414 WEBS 3-19=-87/108, 3.18=-105/248, 4-18=-1671/0, 4-17=0/1418, 5-17=-355/5963, 6-17_ 16703/530, 6-16=-568/19090, 7-16— 5510/506, 7-15=-592/6736, 8-15=-2370/435, 8-14=-288/1513, 10-14=0/1259, 10-13=-139/312 NOTES 1) 3-ply truss to be connected together with 0.131 "xY 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 - 3 rows at 0-4.0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, Except member 7-15 2 X 4 - 2 rows at 0-7-0 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.Bpsf; 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; Sheltered 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) All plates are MT20 plates unless otherwise indicated. 9) Refer to girder(s) for truss to truss connections. Continued on page 2 05733 I H8 I ROOF TRUSS 11 I 3 STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin R 96n . Cc NOTES 10) Bearing at joint(s) 11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 lb uplift at Joint 1 and 683 lb uplift at joint 11. 12) 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. 13) Girder carries tie-in span(s): 16-4-0 from 22-5-8 to 32-7-0 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4494 lb down and 296 lb up at 22-5-8 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 Uniform Loads (plf) Vert: 1-5=-86, 5-12=-86, 1-18=-16, 16-18=-16, 15-16=-16, 11-15=-375(F— 359) Concentrated Loads (lb) Vert: 15=-3083(F) 05733 1 H9 1 ROOF TRUSS Robin 6.200 s Feb 11 5-3-0 _ , 10-2-8 15-11-0 21-2-0 22-4-Q 5-3-0 4-11-8 5-8-8 5-3-0 1-2-0 44 = 4x4 . Sx10 II 12 11 4x4 1.5x4 II 5x8 = Scale - 1:55.6 5-3-0 10-2-8 15-11-0 21-2-0 22-4-Q 5-3-0 4-11-8 5-8-8 5-3-0 1-2-0 Plate Offsets (X,Y)L.[1:0-3-8,Edge]. 111:0-5-12-- LOADING (psf) TCLL 35.0 (Roof Snow=35.0) SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.59 DEFL Vert(LL) In (Ice) I/defl Ud -0.05 11-12 >999 240 PLATES GRIP MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.29 Vert(TL) -0.09 10-11 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) 0.02 8 n/a n/a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 119 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BOT CHORD SLIDER Left 2 X 6 DF No.2 3-2-5 REACTIONS (lb/size) 1=1132/Mechanical, 8=1132/Mechanical Max Horz 1=272(load case 6) Max Uplift =-49(load case 7), 8=-101(load case 7) Max Grav 1=1546(load case 2), 8=1132(load case 1) Structural wood sheathing directly applied or 5-0-15 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2104/56, 2-3=-1768/73, 3-4=-1542/90, 4-5=-1059/114, 5.6=-850/135, 6-7=-444/41, 7-8=-1107/85 BOT CHORD 1-12a-231/1539, 11-12=-231/1540, 10-11=-171/1271, 9-10=-45/451, 8-9=-1/32 WEBS 3.12=0/170, 3-11=-492/107, 4-11=-81/115, 4-10=-605/112, 5-10=-36/455, 6-10=-82/530, 6-9=-722/105, 7-9=-74/996 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 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 49 lb uplift at Joint 1 and 101 lb uplift at Joint 8. 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 �05733 f Job Truss Truss Type Oty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R HF-H1 FINK 1 1 Job Reference o tional STOCK COMPONENTS -IF, Idaho Fails, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:23 2005 Page 1 8-8-0 12-5-8 24-7-0 8-8-0 3-9-8 12-1-8 4M = Scale-1:52.0 3A = 24-7-0 24-7-0 Plate Offsets MY): [1:0-1-4,0-1-81, 7:0-3-0 Ednel LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.11 Vert(LL) n/a - n/a 999 MT20 197/144 (Roof Snow-35.0) Lumber increase 1.15 BC 0.07 Vert(TL) n/a - n/a 999 TCDL 8.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.00 15 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight:143 lb 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 purlins, except BOT CHORD 2 X 4 SPF 1650F 1.5E end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 5-24 REACTIONS (lb/size) 1a101/24-7-0, 15=81/24-7-0, 24=195/24-7-0, 25=209/24-7-0, 26=187/24-7-0, 27=260/24-7-0, 23-204/24-7-0, 21=210/24-7-0, 20=202/24-7-0, 19-204124-7-0, 18=203/24-7-0, 17=206/24-7-01 16=200/24-7-0 Max Horz 1=250(load case 6) Max Upliftl- 133(load case 5), 15=-18(load case 6), 24=-35(load case 6), 25.-96(load case 7), 26=-99(load case 7), 27=-130(load case 7), 23=-87(load case 8), 21=-59(load case 8), 20=-35(load case 6), 19=-29(load case 6), 18=-29(load case 6), 17=-32(load case 6), 16=-29(load case 8) Max Grav 1=261(load case 6), 15=115(load case 3), 24=212(load case 5), 25=316(load case 2), 26=272(load case 2), 27=379(load case 2), 23=308(load case 3), 21=304(load case 3), 20=295(load case 3), 19=298(load case 3), 18=297(load case 3), 17=300(load case 3), 16=294(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-345/208, 2-3=-244/193, 3-4=-158/188, 4-5=-114/160, 5.6=-115/144, 6-7=-84/95, 7-8=-3/2, 8-9=-3/2, 9-10=-3/2, 10-11=-3/2, 11-12=-3/2, 12-13=-3/2, 13-14=-3/2, 14-15=-100/21 BOT CHORD 1-27=-2/3, 26-27=-2/3, 25-26=-2/3, 24-25=-2/3, 23-24=-2/30 22-23=-2/3, 21-22=-213, 20-21=-2/3, 19-20_ 2/3, 18-19=-2/3 , 17-18=-2/3, 16-17=-2/3, 15-16=-2/3 WEBS 5-24=-193/54, 4-25=-281 /114, 3-26=-252/122, 2-27=-309/138, 6-23=-276/106, 8-21=-272/78, 9-20=-263/541 10-1 9=-266/48,11-18=-265/49, 12-17=-267/50, 13-16=-266/46 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) 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. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 133 lb uplift at joint 1, 18 lb uplift at joint 15, 35 lb uplift at joint 24, 96 lb uplift at joint 25, 99 lb uplift at joint 26, 130 lb uplift at joint 27, 87 lb uplift at joint 23, 59 lb uplift at joint 21, 35 lb uplift at joint 20, 29 lb uplift at joint 19, 29 lb uplift at joint 18, 32 lb uplift at joint 17 and 29 lb uplift at joint 16. 11) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and ConfOW0 and ANSI/TPI 1. Job Truss Truss Type aty Ply IF./EAGI EWOODHOMEt10.24/EJ(ID)R 05733 HF-H1 FINK i STOCK COMPONENTS -IF. Idaho Falls_ I❑ AAdnA Rnhin Job Reference a tional .... � I - . . VJ IYiI 1 on muYaLl lis,l Im. , uw uct co ua;ea:e;7 euuo rage 2 LOAD CASE(S) Standard Job Truss Truss Type Oty Ply IF./EAGLEWOODHOME/10-24/EJ(ID)R pl 5733 HF-1-119 FINK 1 1 Job Reference (optional)_ w^ STOCK COMPONENTS -IF, Idaho Faiis, Iu a34u3, MoDrn mew s reo i i eavvz) mi iun nmusuies, uw- Iua vcL c0 11-0-0 , 24-10-0 8-8-0 2-4-0 13-10-0 04 = GVVJ V0VV 1 Scale - 1 52.1 U4 = 24-10-0 24-10-0 Plate Offsets (X Y)• [1.0-1-4 0-1-81, [6.0-4-0 Edge] -_ LOADING (psi) 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 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 Stud/Std OTHERS 2 X 4 SPF Stud/Std CSl DEFL in (loc) I/deft Ud TC 0.11 Vert(LL) n/a - n/a 999 BC 0.07 Vert(TL) n/a - n/a 999 WB 0.34 Horz(TL) -0.00 22 n/a n/a (Matrix) PLATES GRIP MT20 197/144 Weight: 157 Ib BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 1 Row at midpt 13-14, 5-23 REACTIONS (lb/size) 1=91/24-10-0, 14=93/24-10-0, 23=233/24-10-0, 24=206/24-10-0, 25=188/24-10-0, 26=260/24-10-0, 22=205/24-10-0, 20=180/24-10-06 19=207/24-10-0, 18=204/24-10-0, 17=204/24-10-0, 16=203/24-10-0, 15=216/24-10-0 Max Horz 1=247(load case 6) Max Upliftl=-82(load case 5), 14_ 17(load case 6), 23=-24(load case 6), 24=-99(load case 7), 25=-98(load case 7), 26=-131(load case 7), 22=-62(load case 8), 20=-34(load case 6), 19=-30(load case 6), 18= 30(load case 6), 17=-29(load case 6), 16=-31(load case 6), 15=-28(load case 6) Max Grav 1=258(load case 6), 14=134(load case 3), 23=233(load case 1), 24=315(load case 2), 25=272(load case 2), 26=379(load case 2), 22=310(load case 3), 20-256(load case 3), 19=303(load case 3), 18=297(load case 3), 17=297(load case 3), 16=295(load case 3), 15=317(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-340/142, 2.3=-239/1271 3-4=-154/121, 4-5=-111/96, 5-6=-111/125, 6-7=-6/0, 7-8=-3/11 8-9=-3/1, 9-10- 3/1, 10-11=-3/1111-12=-3/1, 12-13=-3/1, 13-14=-117/23 BOT CHORD 1-26=-10/4, 25-26=-10/4, 24-25=-10/4, 23-24=-10/4, 22-23=-10/4, 21-22=-1/3, 20-21=-1/3, 19-20= 1/3, 18-19=-1/3, 17-18=-1/3, 16-17=-1/3, 15-16 =-1/3, 14-15=-1/3 WEBS 5-23=-201/43, 4-24=-280/118, 3-25=-252/121, 2-26=-309/138, 6-22=-278/82, 7-20=-224/53, 8-19=-271/49, 9-18=-265/49, 10-17=-266/49, 11-16=-263/49, 12-15_ 286/52 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 psi (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 psi 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 cc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1, 17 Ib uplift at joint 14, 24 Ib uplift at joint 23, 99 Ib uplift at joint 24, 98 Ib uplift at joint 25, 131 Ib uplift at joint 26, 62 Ib uplift at joint 22, 34 Ib uplift at joint 20, 30 Ib uplift at joint 19, 30 Ib uplift at joint 18, 29 Ib uplift at joint 17, 31 Ib uplift at joint 16 and 28 Ib uplift at joint 15. Continued on page 2 Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-241EJ(ID)R (]5733 HF•H19 FINK 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin b.2uu S Feb 11 z00b Mi I ex lnaustries, Inc. 1 ue Oct zb mzwz4 eum rage z NOTES 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 05733 I HF-11 I KINGPOST l i I i t STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin .lob Reference (optional) 6.200 s Feb 112005 MITek Industries, Inc. Tue Oct 25 09:25:25 2005 Page 1 2-11-0 5-10-0 2-11-0 2-11-0 4x4 = scale - 1:19.0 3 d d i 4x6 1.5x4 II 4x6 5-10-0 5-10-0 Plate Offsets (X,Y): [1:Edge,0-1-12),[S:Edge,0-1-12) -- LOADING f (ps ) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF Stud/Std CSI DEFL In (loc) I/deft Ud PLATES GRIP TC 0.15 Vert(LL) n/a - n/a 999 MT20 197/144 BC 0.05 Vert(TL) n/a - n/a 999 WB 0.05 Horz(TL) 0.00 5 n/a n/a (Matrix) Weight: 21 lb BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 1=259/5-10-0, 5=259/5-10-0, 6=-31/5-10-0 Max Horz 1=-83(load case 5) Max Upliftl=-95(load case 8), 5.-92(load case 7), 6=-31(load case 1) Max Grav 1=295(load case 2), 5=295(foad case 3), 6=160(load case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-287/114, 2-3=-218/126, 3-4=-218/123, 4-5=-287/111 BOT CHORD 1-6=-43/107, 5-6=-43/107 WEBS 3-6=-131/78 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 cc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1, 92 lb uplift at joint 5 and 31 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 Job Truss Truss Type Oty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R �- {�5733 li ROOF TRUSS 1 2 Job Reference STOCK COMPONENTS -IF. Idaho Falls. ID s34o3_ Rnhin o tional 6-0-0 11-10-0 6-0-0 5-10-0 6x6 = v.wv a cv cvvu mi r nrt muusules, mc. 1 ue Va Z5 U925:25 2005 Page 1 Sx5 = 14-2-4 17-10-0 19-10- 2-4-4 3-7-12 2-0-0 6-0-0 11-10-0 , 14-2-4 17-10-0 r 6-0-0 5-10-0 2-4-4 3-7-12 ; Plate Offsets MY): 11:0-2-0.0-1-81. [2:0-3-5,Edael,[5:0-2-8.0-2-41 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.41 Vert(LL) -0.04 8-9 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.07 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 7 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 171 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF Stud/Std Scale - 1:32.5 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. REACTIONS (lb/size) 1=1262/Mechanical, 5=335/0-3-8, 7=1902/0-3-8 Max Horz 1=-122(load case 5) Max Uplift I =-1 21 (load case 6), 5=-139(load case 8), 7=- 174(load case 5) Max Grav 1=1561(load case 2), 5=573(load case 3), 7=2112(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2452/233, 2-3=-1059/155, 3-4=-1313/165, 4-5=-77/186, 5-6=0/187 BOT CHORD 1-9=-205/1863, 8-9=-201/1822, 7-8=-139/98, 5-7=-139/98 WEBS 2.9=-112/1082, 2-8=-965/117, 3-8=-100/392, 4-8=-206/1720, 4-7= 2233/226 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 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; PI=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) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1, 139 lb uplift at joint 5 and 174 lb uplift at joint 7. 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. 12) Girder carries hip end with 6-0-0 end setback. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 459 lb down and 67 lb up at 11-10-0, and 459 lb down and 67 lb up at 6-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6W9W4%Ra,pdard Q5733 ROOF TRUSS LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Uniform Loads (pif) Vert: 1-2=-86, 2-3=-43(F=43) Concentrated Loads (lb) Vert: 9=-459(F) 8= 459(F) Increase=1.15 3-6=-86, 1-9=-16, 8-9=-155(F=-139), 5-8=-16 6.200 s rJob Truss Truss Type 05733 12 ROOF TRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 4-2-7 8-0-0 4-2-7 3-9-9 1 1 1 s 9-10-0 } 14-2-4 _ 17-10-0 } 19-10-0`� 1-10-0 4-4-4 3-7-12 2-0-0 scale - 132.5 5x5 = 8x6 = 3 d 7 3x8 = 1.50 .I - 8-0-0 { 9-10-0 14-2-4 17-10-0 A { — 8-0-0 1-10-0 4-4-4 } 3-7-12 Plate Offsets MY): [1:0-0-3,Edgel, [4:0-3-5,Edge), [6:0-1-11,Edg1_ LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.08 1-10 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.33 Vert(TL) -0.18 1-10 >951 180 TCDL 8.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.01 8 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 78 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS (lb/size) 1=709/Mechanical, 6=396/0-3-8, 8=878/0-3-8 Max Horz 1=-156(load case 5) Max Uplifts _ 44(load case 7), 6=-151(load case 8). 8=-19(load case 7) Max Grav 1=955(load case 2), 6=640(load case 3), 8=967(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1301/86, 2-3=-865/69, 3-4=-595/84, 4-5=-641/73, 5-6=-211/78, 6-7=0/179 BOT CHORD 1-10=-87/990, 9-10=-2/430, 8-9=-43/72, 6.8=-43/72 WEBS 2-10=-490/113, 3-10=-24/207, 4-10=-61/473, 4-9=-272/18, 5-9=-22/541, 5-8=-938/64 NOTES 1) Wind: ASCE 7-98; 90mph; h=251t; 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 44 lb uplift at joint 1, 151 lb uplift at joint 6 and 19 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 n Ip Job Truss Truss Type 05733 13 ROOF TRUSS STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 4-7-15 T— 8-11-0 4-7-15 4-3-1 4x6 = 3 1 1 1 s Feb 11 2005 MiTek Industries, Inc. Tue Oct 25 09:25:29 2005 Page 1 14-2-4 17-10-0 19-10-0 5-3-4 3-7-12 2-0-0 Scale-1:33.3 5x5 U 3x6 = 1.50 II 5x12 8-11-0 14-2-4 17-10-0 8-11-0 5-3-4 3-7-12 Plate Offsets (X Y)• [1.0 0 14 0 2 5j, [5 0-1-13,Edael LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.13 1-8 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber increase 1.15 BC 0.36 Vert(TL) -0.29 1-8 >574 180 TCDL 8.0 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.01 7 n/a n/a Weight: 69 lb _BCDL 8.0 Code IRC2003frPI2002 i (Matrix) _-- — LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 1=707/Mechanical, 5-388/0-3-8, 7-888/0-3-8 Max Horz 1=-173(load case 5) Max Upliftl=-44(load case 7), 5=-146(load case 8). 7=-33(load case 7) Max Grav 1=914(load case 2), 5=636(load case 3), 7=908(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1194/87, 2-3=-686/85, 3-4=-636/79, 4-5=-219/112, 5-6=0/179 BOT CHORD 1-8--73/898, 7-8=-80/81, 5-7=-80/81 WEBS 2-8=-585/124, 3-8=0/2451 4-8=-11/552, 4-7= 907/70 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 44 lb uplift at joint 1, 146 lb uplift at joint 5 and 33 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 ANSI/TPI 1. LOAD CASE(S) Standard Truss Truss Type 0ty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R rJob 05733 J1 ROOF TRUSS 8 1 Job Reference (optional) 51 uuK uuMruNtri i J-ir, ioano raus, iu oswua, noum 1 V.GVV-11 GY 11 GVVJ,YII I GIB IIIVVJ41p.7, If IV. IVV VY----- ---- . Na-. . l _ -2-0-0 2-0-0 1-11-11 3 1-11-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud TCLL 35.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.00 2 >999 240 (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 WB 0.00 Horz(TL) -0.00 3 n/a n/a 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 REACTIONS (lb/size) 2=379/0-3-8, 4=16/Mechanical, 3=-19/Mechanical Max Horz 2=100(load case 7) Max Uplift2=-135(load case 7), 3=-168(load case 9) Max Grav2=577(load case 2), 4=35(load case 4), 3=32(load case 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/17612-3— 162/17 BOT CHORD 2-4=0/0 Scale - 1:11.3 PLATES GRIP MT20 197/144 Weight: 8 lb 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 girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 135 Ib uplift at joint 2 and 168 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 ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type 05733 I Jl A I ROOF TRUSS 2 ty Ply 1 IFJEAGLEWOODFiOME/10-24/EJ(ID)R Job Reference (optional) 6.200 s Feb 11 2005 MiTek Industries, 3-11-11 3-11-11 2 s.00I 12 i i T1 W = LOADING (psf) TCLL 35.0 SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.40 (Roof Snow-35.0) Lumber Increase 1.15 BC 0.12 TCDL 8.0 Rep Stress Incr YES WB 0.00 BCLL 0.0 Code IRC2003frPI2002 (Matrix) BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 1=189/Mechanical, 2=158/Mechanical, 3=31/Mechanical Max Horz 1=74(load case 7) Max Uplift2=-61(load case 7) Max Grav 1=275(load case 2), 2=244(load case 2), 3=70(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-111/111 BOT CHORD 1-3=0/0 Scale-1:13.3 3 DEFL in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.01 1-3 >999 240 MT20 197/144 Vert(TL) -0.03 1-3 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 10 Ib 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 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 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 61 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 Job Truss 05733 IJ2 ROOFTRUSS 6.200 s Feb 112005 } -- -2-0-0 i 3-11-11 2-0-0 3-11-11 2 4 i 30 — 1 / LOADING (psf) TCLL 35.0 SPACING 2-0-0 (Roof Snow=35.0) Plates Increase 1.15 TCDL 8.0 Lumber Increase 1.15 BCLL 0.0 Rep Stress Incr YES BCDL 8.0 Code IRC2003/TP12002 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E 12005 Page Scale - 1:16.4 3-11-11 , 3-11-11 CSI DEFL In (loc) I/defl Ud PLATES GRIP TC 0.72 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 BC 0.11 Vert(TL) -0.03 2-4 >999 180 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) Weight: 13 lb 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. REACTIONS (lb/size) 3=96/Mechanical, 2=436/0-3.8, 4=30/Mechanical Max Horz 2=135(load case 7) Max Uplift3=-79(load case 9), 2=-107(load case 7) Max Grav3=147(load case 2), 2=656(load case 2), 4=68(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3=-191/58 BOT CHORD 2-4=0/0 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 girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 107 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 ANSVTPI 1. LOAD CASE(S) Standard Q5733 I J213 STOCK COMPONENTS -IF, Idaho Falls, ID Cl 1 ROOF TRUSS -2-0-0 2-0-0 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(rP12002 BCDL 8.0 _ LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E s.00 R2 Jot 6.200 s Feb 11 3-11-11 3-11-11 Inc. Tue Oct 25 09:25:31 3-7-12 301-1,' 3-7-12 0-3-15 CSI DEFL In (loc) I/defl Ud TC 0.72 Vert(LL) -0.00 2-5 >999 240 BC 0.09 Vert(TL) -0.01 2-5 >999 180 WB 0.00 Horz(TL) -0.00 3 n/a n/a (Matrix) PLATES GRIP MT20 197/144 Weight: 13 lb Scale - 1:16.4 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-11 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS (lb/size) 3=96/Mechanical, 2=427/0-3-8, 4=-74/Mechanical, 5=113/0-3-8 Max Harz 2=135(load case 7) Max Uplift3=-79(load case 9), 2=-112(load case 7), 4=-166(load case 4) Max Grav 3= 1 47(load case 2), 2=647(load case 2), 5=254(foad case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/179, 2-3=-191/58 BOT CHORD 2-5=0/0, 4-5=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h-2511; 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 79 lb uplift at joint 3, 112 lb uplift at joint 2 and 166 lb uplift at joint 4. 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 -- FTruss Truss Type Oty P€y IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 I K1 ROOF TRUSS 1 1 — Job Reference o tional)J _ l STOCK —COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 11 2005 MiTek Industries, Inc. Tue Oct 25 09:25:32 2005 Page 1 f -2-0-0 4-3-8 8-2-0 12-0-8 16-4-0 _} 18-4-0 2-0-0 4-3-8 3-10-8 3-10-8 4-3-8 2-0-0 Scale - 1:33. t 4 5x6 I- 8-2-0 16-4-0 8-2-0 8-2-0 Plate Offsets (X,Y): [2.0-2-15,0-1-71, [6:0-2-15 0-1-71, [8:0-4-0,0 3-131 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.14 8 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.64 Vert(TL) -0.25 2-8 >751 180 TCDL 8.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.26 6 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 60 lb RML 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 Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=1008/0-5-8, 6=1008/0-5-8 Max Horz 2=-138(load case 5) Max Uplift2=- 1 37(load case 7), 6=-137(load case 8) Max Grav 2= 1 275(load case 2), 6=1275(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/172, 2-3=-2503/98, 3-4=-1769/0, 4-5— 1769/0, 5.6=-2502/45, 6-7=0/172 BOT CHORD 2-8=-91/2049, 6-8=0/2049 WEBS 3.8=-630/181, 4-8=0/1449. 5-8=-630/215 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) Bearing at joint(s) 2, 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 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 Ury my 1rJrAULtwrU'Vunvmtr 1u-441a itwln 05733 K1 G ROOF TRUSS 1 1 .lob Reference oRtional) o rr�nv nnr+aonr.r�r`rrC_IC lelahn Faiic in AgAn-q Rnhin 6.200 s Feb 112005 MTek industries, Inc. Tue Oct 25 09:25:33 2005 Page 1 -2-0-0 4-3-8 8-2-0 f---- 12-0-8 , 16-4-0 s 18-4-0 2-0-0 4-3-8 3-10-8 3-10-8 4-3-8 2-0-0 scale . I MA US = 3x4 1 - 8-2-0 1e-4-U 8-2-0 8-2-0 Plate Offsets (X,Y1: 12:0-4-2,0-1-81. [2:0-4-15,Edge1, [8:0-4-2,0-1-81, [8:0-4-15,Edge1, [10,0-4-0,0-3-131 LOADING (psf) SPACING 2-0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.89 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.48 TCDL 8.0 Rep Stress Incr NO WB 0.85 BCLL 0.0 Code IRC2003lTP12002 (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 Stud/Std OTHERS 2 X 4 SPF Stud/Std SLIDER Left 2 X 4 SPF Stud/Std 2-1-14, Right 2 X 4 SPF Stud/Std 2-1-14 REACTIONS (lb/size) 2-1008/0-5-8, 8=1008/0-5-8 Max Horz 2.-138(load case 5) Max Uplift2=- 1 37(load case 7), 8=-137(load case 8) Max Grav 2= 1 275(load case 2), 8=1275(load case 3) 9 i DEFL in (loc) I/dell Ud PLATES GRIP Vert(LL) -0.13 10 >999 240 MT20 197/144 Vert(TL) -0.24 2-10 >808 180 Horz(TL) 0.25 8 n/a n/a Weight: 69 ib BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/172, 2-3=-2446/74, 3-4=-2282/90, 4-5=-1749/0, 5-6=-1749/0, 6-7_ 2282/45, 7-8=-2446/27, 8-9=0/172 BOT CHORD 2-10=-89/1982, 8.10=0/1982 WEBS 4-10=-559/175, 5-10=0/1414. 6-10=-559/214 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.Bpsf; 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 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) Gable studs spaced at 2-0-0 cc. 8) Bearing at joint(s) 2, 8 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 2 and 137 lb uplift at joint 8. 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 0ty Ply IFJEA0LEWOODHOME/10-24/EJ(ID)R 05733 K2 ROOF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, tD 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:34 2005 Page 1 4-3-8 8-2-0 12-0-8 _ 16-4-0 4-3-8 3-10-8 3-10-8 4-3-8 Scale • 128.9 Us II 3 1 % _ 5.00112 54 8-2-0 16-44 8-2-0 8-2-0 1 LOADING (psf) SPACING 2-0.0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.53 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.53 TCDL 8.0 Rep Stress Incr YES WB 0.98 BCLL 0.0 Code IRC2003ITP12002 (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 Stud/Std DEFL In (loc) I/deft L/d I PLATES GRIP Vert(LL) -0.16 6 >999 240 MT20 197/144 Vert(TL) -0.30 1-6 >634 180 Horz(TL) 0.28 5 n/a n/a Weight: 55 lb BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-1 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 1 E810/0-5-8, 5=810/0-5-8 Max Horz 1 _ 140(load case 5) Max Upliftl=-46(load case 7), 5=-46(load case 8) Max Grav 1=949(load case 2), 5=949(foad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2714/211, 2-3=-1910/45, 3-4=-1910/60, 4-5=-2714/122 BOT CHORD 1-6=-208/2305, 5-6=-73/2304 WEBS 2-6=-763/213, 3-6=0/1620, 4-6=-763/227 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 1 and 46 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 06733 "u" I Fuss 1 ype Qty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R K3 ROOF TRUSS 1 1 _ Job Reference (optional) )VENTS -IF, Idaho Fails, ID 83403, Robin 6.200 s Feb 112005 MTek Industries, Inc. Tue Oct 25 09:25 2-0-0 8-2-0 14-4-0 16-4-0 2-0-0 6-2-0 6-2-0 2-0-0 US = 3 9 7 6 3x6 i Scale - 1:28.1 2-1-8 8-2-0 _ 14-2-8 16-4-0 ' 1 2-1-8 6-0-8 6-0-8 2-1-8 Plate Offsets (X,YY: j2:0-5-1,EdA,, (4:0-5-1,Edgej --� --- - LOADING (psff) TCLL 0 SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.49 Vert(LL) -0.13 8-9 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.49 Vert(TL) -0.24 8-9 >804 180 BCDL Rep Stress Incr YES WB 0.94 Horz(TL) 0.12 6 n/a n/a .0 BCDL 80 Code IRC2003/TP12002 (Matrix) Weight: 68 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD Structural wood sheathing directly applied or 5-3-9 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E and verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS (lb/size) 10=818/Mechanical, 6=818/Mechanical Max Horz 10=102(load case 6) Max Upliftl0=-50(load case 7). 6=-50(load case 8) Max Grav 10=831(load case 2), 6=831(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-98/46, 1-2=-220/8, 2-3=-2087/94, 3-4=-2087/116, 4-5=-220/7, 5-6=-98/46 BOT CHORD 9-10=-204/2043, 8-9=-215/2138, 7-8=-169/2138, 6-7=-159/2043 WEBS 2-10=-1972/167, 2-9=-859/143, 2-8=-696/354, 3-8=-2/1563, 4-8=-696/354, 4-7=-859/126, 4-6=-1972/164 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 psi (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) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 2 and 4. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 10 and 50 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 .lob Truss Truss Type Oty Ply IFJEAGLEWOODHOME/10-24/EJ(ID)R 05733 K4 ROOF TRUSS 1 1 _ Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:36 2005 Page 1 4-0-0 } 8-2-0 12-4-0 16-4-0 4-0-0 4-2-0 4-2-0 4-0-0 scale . 1:28.1 Cl I Sx5 I I 3 5,00112 10 9 7 6 4x5 = US = 5z6 = 05 = 4-1-8 8-2-0 12-2-8 16-4-0 4-1-8 4-0-8 4-0-8 4-1-8 Plate Offsets (X,Y): (7:0-5-0 0-1-4 ,(9:0-5-0,0-1-41 LOADING (psi) TCLL 35.0 SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.36 Vert(LL) -0.14 8-9 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.25 8-9 >779 180 BCLL 0.0 Rep Stress Incr YES WB 0.97 Horz(TL) 0.09 6 n/a n/a BCDL 8.0 Code IRC2003lrP12002 (Matrix) Weight: 65 lb 9 LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std'Except* W 1 2 X 4 SPF 165OF 1.5E, W 1 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 10=818/Mechanical, 6=818/Mechanical Max Horz 10=70(load case 6) Max Upliftl0=-52(load case 7), 6=-52(load case 8) Max Grav 10=958(load case 2), 6=958(load case 3) BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-274/55, 1-2=-241/20, 2-3=-1916/97, 3-4=-1916/112, 4-5=-241/20, 5-6=-274/56 BOT CHORD 9-10=-152/2203, 8-9=-162/2309, 7-8=-131/2309, 6-7=-123/2203 WEBS 2-10=-2057/118, 2-9=-887/104, 2-8=-763/100, 3-8=-39/1608, 4-8=-763/103, 4-7=-887/93, 4-6=-2057/118 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; Pi=35.0 psi (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 52 lb uplift at joint 10 and 52 Ib 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 oty PIy tF /EAGLEWOODHOME/10-24/EJ(ID)R 05733 K5 ROOF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:37 2005 Page 1 i- 6-0-0 _} 8-2-0 } 10-4-0 } 16-4-0 6-0-0 2-2-0 2-2-0 6-0-0 Scale .1:2e.a 4x5 11 8.00 r—l2 3 10Us = g 7 8 5x8 5.00[12 5x8 = 3x8 = = 6-1-8 8-2-0 10-2-8 16-4-0 6-1-8 2-0-8 2-0-8 6-1-8 Plate Offsets (X,Y): 5:0[ 3-8,Edgej,[7:0-3-0,0-1-4],_[9:0-3-0,0-1-41 - -- — _ LOADING (pst) 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) -0.14 8 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.52 Vert(TL) -0.23 8 >835 180 TCDL 8.0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.07 6 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 66 Ib BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-11 oc purlins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std 'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 4 SPF 165OF 1.5E, W1 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 2-10, 4-6 W52X4SPF 165OF1.5E REACTIONS (Ib/size) 10=818/Mechanical, 6=818/Mechanical Max Horz 10=36(load case 6) Max Uplift I0=-59(load case 5), 6=-59(load case 6) Max Grav 10=958(load case 2), 6=958(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-10=-413/73, 1.2=-299/26, 2-3=-1800/101, 3-4=-1800/104, 4-5=-299/26, 5-6=-413/73 BOT CHORD 9-10=-116/1920, 8-9=-128/2030, 7-8— 113/2030, 6-7=-101/1920 WEBS 2-10=-1694/87, 2-9=-753/105, 2-8=-641/49, 3-8=-99/1830, 4-8=-641/53, 4-7=-753/99, 4-6=-1694/87 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 59 lb uplift at joint 10 and 59 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 Oty Ply IFJEAGLEWOODHOME/10-24/EJ(iD)R 05733 K6 ROOF TRUSS 1 1 Job Reference (optional)_ STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:38 2005 Page 1 8-4-0 8-0-0 812FR 16-4-0 she . 127.2 8-0-0 0-2-0 8-0-0 0-2-0 W 11 1 3x4 = 9 4x8 = 3 o j.- w wi O 9 87 6 3x8 = 6x8 = 3x8 - 8-2-8 8-1-8 8--0 16-4-0 8-1-8 0-0-8 8-1-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.07 8-9 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.45 Vert(TL) -0.17 8-9 >999 180 TCDL 8.0 Rep Stress Incr YES WB 0.62 Horz(TL) 0.03 6 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 64 lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-7-7 oc purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W 1 2 X 4 SPF 165OF 1.5E, W 1 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 9=818/Mechanical, 6=818/Mechanical Max Uplift9=-79(load case 5), 6=-79(load case 5) Max Grav9=958(load case 2), 6=958(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-9=-249/34, 1-2=-105/0, 2-3=-1546/126, 3-4=-1546/126, 4-5=-98/0, 5-6=-248/34 BOT CHORD 8-9=-131/1238, 7-8— 126/1546, 6-7=-131/1243 WEBS 2-9=-1300/163, 4-7=0/704, 3-8=-348/78, 3-10=0/0, 2-8=0l714, 4-6=-1314/163 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 79 lb uplift at joint 9 and 79 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 .lob Truss Truss Type Qty Ply IFJI=AGLtWUUUHL)MGIu-Z4/tJ(Iulm ; job K? ROOF TRUSS 1 2 Jab Reference (optional) .J STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MiTek Industries, Inc. Tue Oct 25 09:25:38 2005 Page 1 5-5-15 10-10-1 16-4-0 5-5-15 5-4-3 5-5-15 State • 1:28.9 1.5x4 II 3x10 = 30 II 3ft10 = .53 4 w1 w2 w3 w2 at ��\w2 w1 w3 8 3x8 11 9 5 US = 5-5-15 10-10-1 �— _ 16-4-0 5-5-15 5-4-3 5-5-15 LOADING (psf) SPACING 1-0.0 CSI DEFL In (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.08 6.7 >999 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.54 Vert(TL) -0.13 6-7 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.42 Horz(TL) 0.02 5 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight: 165 lb BCDL 8.0 -- LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF 1650F 1.5E 'Except' BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. W3 2 X 4 SPF Stud/Std, W3 2 X 4 SPF Stud/Std REACTIONS (lb/size) 8=3083/Mechanical, 5=2492/Mechanical Max Uplift8--296(load case 5), 5=-239(load case 5) FORCES ((b) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-1890/194, 1-2=-3884/372, 2-3= 3884/372, 3-4=-192/21, 4-5=-132/26 BOT CHORD 8-9=-29/275, 7-9= 29/275, 6-7=-355/3706, 5-6=-355/3706 WEBS 1-7=-381/4008, 2-7=-191/53, 3-7=-19/197, 3-6=-101/1392, 3-5=-3903/371 NOTES 1) 2-ply truss to be connected together with 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.Bpsf; BCDL=4.8psf; Category Il; Exp C; enclosed; MWFRS Interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psi (flat roof snow); Exp C; Fully Exp. 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint 8 and 239 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 ANSI/TPI 1. 10) Girder carries tie-in span(s): 22-4-0 from 0-0-0 to 2-11-8; 12-4-0 from 2-11-8 to 16-4-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-43, 8.9=-515(F=-507), 5-9=-260(F=-252) ,lob 05733 STOCK COMPONE M1 , Idaho Fails, ID 83403. I MONO TRUSS 15 1 1 6.200 s Feb 112005 MiTek -2-0-0 4-0-11 8-0-0 2-0-0 4-0-11 3-11-5 8-0-0 8-0-0 1.5x4 n 4 lEJ(ID)R J Tue Oct 25 09:25:39 2005 Page 1 Scale - 129.4 Plate Offsets XL)' 12.0-0-15,0-0-21 SPACING 2-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP LOADING (psi) TOLL 35.0 Plates Increase 1.15 TO 0.77 Vert(LL) -0.19 2-5 >484 240 MT20 197/144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.42 2-5 >220 180 TCDL 8.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 34 lb 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 purlins, except BOT CHORD 2 X 4 SPF 165OF 1.5E end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 2=618/0-5-8, 5=359/Mechanical Max Horz 2=214(load case 7) Max Uplift2=-85(load case 7), 5= 72(load case 7) Max Grav 2=920(load case 2). 5=520(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3=-606/19, 3-4=-166/95, 4-5=-223/57 BOT CHORD 2-5=-77/349 WEBS 3-5=-421/93 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psi; BCDL=4.Spsf; 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 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi 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 85 lb uplift at joint 2 and 72 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. LOAD CASE(S) Standard Jobe Truss Truss Type idly my �r tcnulcvvvvunvrv�u 105733 M2 MONO TRUSS 1 2 ,lob Reference (optional eTn.-u t^LA0f%K1=KFTc_1C lAahn Palle In aqdns- Rnhin 6.200 s Feb 11 2005 MiTek Industries, -2-0-0 2-7-8 8-0-0 2-0-0 2-7-8 5-4-8 ISO 11 2-7-8 1 8-0-0 -- 25 09:25:39 Scale - 129.4 2-7-8 5-4-8 Plate Offsets (X,Y): [2:0-2-0,0-1-81 — - LOADING (psf) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.45 Vert(LL) -0.07 5-6 >999 240 MT20 1971144 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.11 5-6 >844 180 TCDL 8.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.01 5 n/a n/a BCLL 0.0 Code IRC2003/TP12002 (Matrix) Weight:88 lb BCDL 8.0 — LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF Stud/Std BOT CHORD end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 5=1896/Mechanical, 2=197210-5-8 Max Horz 2=216(load case 7) Max Uplift5a-230(load case 7), 2= 224(load case 7) Max Grav 5=2210(load case 2), 2=2606(load case 2) FORCES (tb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/189, 2-3=-4005/211, 3-4=-216/131, 4-5=-305/74 BOT CHORD 2-6=-275/3154, 5-6=-275/3154 WEBS 3-6=-182/2804, 3-5=-3320/289 NOTES 1) 2-ply truss to be connected together with 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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 230 lb uplift at joint 5 and 224 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):16-0-0 from 2-7-8 to 8-0-0 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1542 lb down and 102 ib up at 2-7-8 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job 05733 I M2 I MONO TRUSS Ij 1 _ 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, Robin 6.200 s Feb 112005 MTek Industries, Inc. Tue LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-4=-86, 2-6=-16, 5-6=-367(F=-351) Concentrated Loads (lb) Vert: 6=-1058(F) 05733 M3 I MONO TRUSS Idaho Falls, ID 83403, Robin 1 2-0-0 7 1I 6.200 s Feb 11 6-0-0 6-0-0 E 6-0-0 Inc. Tue Oct 25 09:25:40 2005 Pagel Scale: 1/2--1' LOADING (psi) SPACING 2-0-0 CSI DEFL In (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.60 Vert(LL) -0.05 2-4 >999 240 MT20 197/144 (Roof Snow_35.0) Lumber increase 1.15 BC 0.19 Vert(TL) -0.10 2-4 >657 180 TCDL 8.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight: 22 lb BCDL 8.0 LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins, except BOT CHORD 2 X 4 SPF 210OF 1.8E end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 2=526/0-5-8, 4=246/Mechanical Max Horz 2=176(load case 7) Max Uplift2=-95(load case 7), 4=-43(load case 7) Max Grav2=788(load case 2), 4=355(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/181, 2-3— 251 /135, 3-4=-310/70 BOT CHORD 2-4=0/0 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 psi (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 psi or 2.00 times flat roof load of 35.0 psi on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psi 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 95 ib uplift at joint 2 and 43 lb uplift at joint 4. 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- -- ----- 05733 M4 J MONO TRUSS - Idaho Falls, ID 83403, Robin -2-0-0 } 3-5-8 2-0-0 3-5-8 Ply I17./EAGLEWOODHOME/1U-z4/WVU)K 2 Job Reference (optional) 6.200 s Feb 112005 MITek Industries, Inc. Tue Oct 25 8-0-0 4-6-8 ' 1.5x4 II 3-5-8 j 8-0-0 LOADING (psf) SPACING 2.0-0 CSI TCLL 35.0 Plates Increase 1.15 TC 0.45 (Roof Snow-35.0) Lumber Increase 1.15 BC 0.55 TCDL 8.0 Rep Stress Incr NO WB 0.66 BCLL 0.0 Code IRC2003/TP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 6 DF No.2 WEBS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 5=1707/Mechanical, 2=1530/0-5-8 Max Horz 2=216(load case 7) Max Uplift5=-209(load case 7), 2=-179(load case 7) Max Grav 5=2044(load case 2), 2=2071(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/189, 2-3= 2816/114, 3-4=-180/111, 4-5=-258/64 BOT CHORD 2-6=-188/2172, 5-6=-188/2172 WEBS 3-6=-128/2176, 3-5=-2445/211 4-6-8 DEFL in (loc) I/defl Ud Vert(LL) -0.03 5-6 >999 240 Vert(TL) -0.06 5-6 >999 180 Horz(TL) 0.01 5 n/a n/a PLATES GRIP MT20 197/144 Weight: 88 lb scale - 1:29.4 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. NOTES 1) 2-ply truss to be connected together with 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 - 2 rows at 0-6-0 oc, Except member 5-3 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; P1=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) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 209 lb uplift at joint 5 and 179 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 ANSUTPI 1. 11) Girder carries tie-in span(s): 14-4-0 from 0-0-0 to 8-0-0; 14-4-0 from 3-5-8 to 5-0-0 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1321 lb down and 87 lb up at 3-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply IFJEAGLEWOODHOME/10-241EJ(lD)R 105733 M4 MONO TRUSS 1 2 Job Reference a Banal c enn . Ca4, i i 7AAr. M Talc Inrri icfriac Inn. Ti P Or_t 25 (19:25.40 2005 Pane 2 Sl L]LA L;umj-uNtN I -Ir, ioanu raus, iu aa-*w, nvuu 1 LOAD CASE(S) Standard 1) Snow: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: 1-4=-86, 2-6=-16, 5-6=-324(F=-308) Concentrated Loads (Ib) Vert: 6=-906(F) STOCK COMPONENTS To: 1675 PEDERSON STREET Quotation IDAHO FALLS, ID 83405 IDAHO FALLS Phone: 528-2309 Fax: 528-2320 Job Number: - AWN; VONDELL Page: 1 Project: Block No: Date: 10-25-2005 - 9:19:58 AM Model: Lot No: Project ID: Q5733 Contact: Site: Office: Deliver To: SAINSBURY CONST. Account No: 334601870 Designer: mtm Name: Phone: EAGLEWOOD HOME Salesperson: Robin Pettingill Fax: Quote Number: Tentative Delivery Date. Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH 6-5-9 2 Al 14-4-0 ROOFTRUSS 8.00 2-0-0 2-0-0 471bs. each 0.00 6-5-9 1 AlG 14-4-0 ROOFTRUSS 8.00 2-0-0 2-0-0 60 lbs. each 0.00 r 11-2-14 2 B1 28-8-0 ROOF TRUSS 8.00 2-0-0 2-0-0 117 lbs. each 2 Rows Lai Brace 0.00 11-2-14 1 B1G 28-8-0 ROOF TRUSS 8.00 2-0-0 2-0-0 163 lbs. each 3 Rows Lai Brace 0.00 (1) 2-Ply 1 I - 2 - l4 2 B2 28 - 8 - 0 ROOF TRUSS 8.00 2-0-0 2-0-0 182 lbs. each 2X4/2X8 I Row Lat Brace 0.00 - 10-3 2 Cl 9-6-0 ROOFTRUSS 8.00 2-0-0 2-0-0 33 lbs. each 0.00 4-10-3 {jam 1 C1G 9-6-0 ROOFTRUSS 8.00 2-0-0 2-0-0 36 lbs. each 0.00 5-7-8 3 CRl 8-5-1 ROOFTRUSS 5.66 2 - 9 - 15 0-0-0 34 lbs. each 0.00 5-7-8 1 CR2 8-5-1 ROOF TRUSS 5.66 2 - 9 - 15 0-0-0 391bs. each 0.00 9-I1-11 1 Dl 24-10-8 ROOF TRUSS 8.00 2-0-0 2-0-0 102 lbs. each 0,00 9-11-11 1 D1G 24 -10 - 8 ROOFTRUSS 8.00 2-0-0 2-0-0 f 124 lbs. each I Row Lai Brace 0.00 3 D2 24-10-8 ROOFTRUSS 8-7-15 8.00 0-0-0 0-0-0 97 lbs. each 2 Rows Lai Brace 0.00 (1) 2-Ply 11 - 7 - 15 2 D3 24-10-8 ROOFTRUSS 8.00 0-0-0 0-0-0 _ _ - --- -- 192 lbs. each 2X4/2X6 0.00 6-5- 11 1 E1G 14-4-8 ROOFTRUSS 8.00 2-0-0 2-0-0 -_ 60 lbs. each 0.00 (1) 2-Ply 10 - 3 - 3 2 RG 25-9-0 ROOFTRUSS 8.00 2-0-0 0-0-0 �_. 343 lbs. each 2X4/2X6 2 Rows Lai Brace 0.00 (1) 2-Ply 5-8-3 - -- ,� 2 GI 16 - 0 - 0 ROOF TRUSS 8.00 0-0-0 2-0-0 -�� 83 lbs. each 2X4/2X6 0.00 7-0-3 2 G2 16 - 0 - 0 ROOF TRUSS 8.00 0-0-0 2-0-0 59 lbs. each (1) 2-Ply 7-0-3 2 H1 32 - 7 - 0 ROOF TRUSS -8.00 0-0-0 2-0-0 189 lbs. each 2X4/2X6 1 Row Lai Brace 0.00 I1-5-12 7 H10 12-4-0 ROOF TRUSS 8.00 0-0-0 0-0-0 _ 7516s. each 2 Rows Lai Brace 5.00 (1) 2-Ply _ 12-9-9 - ' �'1 2 Hll 22-7-0 ROOF TRUSS 8.00 0-0-0 2-0-0 1 142 lbs. each 2X4/2X6 2 Rows Lai Brace 1 5.00 STOCK COMPONENTS To: uotation 1675 PEDERSON STREET - - - - - - - IDAHO FALLS, ID 83405 IDAHO FALLS Job Number: Phone: 528-2309 Fax: 528-2320 - - ATTN ; VONDELL Page: 2 Date: 10-25-2005 - 9:19:58 AM Project ID: Q5733 Project: Block No: Model: Lot No: Account334601870 Contact: Site: Office: Deliver To: SAINSBURY CONST. Designer:: mtm Salesperson: Robin Pettingill Name: Phone: EAGLEWOOD HOME Quote Number: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH 12-9-9 ,f 5 H12 22-7-0 ROOFTRUSS 8.00 0-0-0 2-0-0 l ` ` 1 I 1 lbs. each 3 Rows Lat Brace 5.00 - - . 12-9-9 { �'°•. 4 H13 32 - 10 - 0 ROOFTRUSS 8.00 0-0-0 2-0-0 162 lbs. each 4 Rows Lat Brace 0.00 12-9-9 2 H14 32 - 10 - 0 ROOF TRUSS 8.00 0-0-0 2-0-0 155 lbs. each 2 Rows Lat Brace 0.00 -- 12-4-3 i H15 32-10-0 ROOF TRUSS 8.00 0-0-0 2-0-0 177 lbs. each - 5 Rows Lat Brace 0.00 -� - 11 -0-3 -- -- H16 32 - 10 - 0 ROOFTRUSS -8.00 0-0-0 2-0-0 - 182 lbs. each 4 Rows Lat Brace 0.00 - _ 9-8-3 H17 32 - 10 - 0 ROOFTRUSS -8.00 0-0-0 2-0-0 �/ 167 lbs. each 4 Rows Lat Brace 0.00 - - - - - -- 8-4-3 H18 32-10-0 ROOFTRUSS -8.00 0-0-0 2-0-0 151 lbs. each 4 Rows Lat Brace 0.00 - - (1) 2-Ply -0-3 H19 32 -10 - 0 ROOF TRUSS -8.00 0-0-0 2-0-0 190 lbs. each 2X4/2X6 1 Row Lat Brace 0.00 - - - 8-4-3 i 1 H2 32 - 7 - 0 ROOF TRUSS -8.00 0-0-0 2-0-0 175 lbs. each 6 Rows Lat Brace 8.00 - " 9-8-3 1 IH3 32-7-0 ROOFTRUSS -8.00 0-0-0 2-0-0 190 lbs. each 4 Rows Lat Brace 8.00 _ - 11 -0-3 H4 32-7-0 ROOFTRUSS 8.00 0-0-0 2-0-0 i 183 lbs. each 2 Rows Lat Brace 8.00 _ _ 12-4-3 -- - - - ,. 1 H5 32-7-0 ROOF TRUSS 8.00 0-0-0 2-0-0 210 lbs. each S Rows Lat Brace 8.00 _-_ 12-9-9 ' 2 H6 32-7-0 ROOF TRUSS 8.00 0-0-0 2-0-0 189 lbs. each 4 Rows Lai Brace 8.00 12-9-9 1 H7 32-7-0 ROOF TRUSS 8.00 0-0-0 2-0-0 E- 155 lbs. each 3 Rows Lat Brace 0.00 (1) 3-Ply 12-9-9 3 H8 32-7-0 ROOFTRUSS 8.00 0-0-0 2-0-0 197 lbs. each 2X4/2X6 5.00 11-5-12 1 H9 22-4-0 ROOFTRUSS 8.00 0-0-0 0-0-0 118 lbs. each 5.00 10-5-4 1 HF-Hl 24 - 7- 0 FINK 14A2 0-0-0 0-0-0 143 tbs. each 1 Row Lat Brace 0.00 _ 10-5-4 1 HF-H19 24-10-0 FINK 14.42 0-0-0 0-0-0 156 lbs. each 2 Rows Lat Brace 0.00 _ 3-6-5 1 HF-I1 5- 10 - 0 KINGPOST 14.42 10-0.0 0-0-0 AL 20 lbs. each - 0.00 (1) 2-Ply 5-8-3 2 I1 17-10-0 ROOFTRUSS 8.00 0-0-0 2-0-0 85 lbs. each 2X4/2X6 0.00 STOCK COMPONENTS 1675 PEDERSON STREET To: Quotation _ Job Number: IDAHO FALLS, ID 83405 IDAHO FALLS Phone: 528-2309 Fax: 528-2320 ATTN ; VONDELL Page: 3 Date: 10-25-2005 - 9:19:58 AM Project: Block No: Project ID: Q5733 Model: Lot No: Contact: Site: Office: Deliver To: Account No: 334601870 Designer: mtm Name: SAINSBURY CONST. Salesperson: Robin Pettingill Phone: EAGLEWOOD HOME Quote Number: Fax: Tentative Delivery Date: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH 7-0-3 1 I2 17-10-0 ROOFTRUSS 8.00 0-0-0 2-0-0 77 lbs. each 0.00 - - - -- - 7-7-9 1 I3 17-10-0 ROOF TRUSS 8.00 0-0-0 2-0-0 68 lbs. each 0.00 -J - 3-0-0 8 J1 1 - 11 - 11 ROOFTRUSS 8.00 2-0-0 0-0-0 f�. 7 lbs. each 0.00 --_ _ 3-0-4 2 J1A 3-11-11 ROOF TRUSS 8.00 0 - 0 - 0 0-0-0 10 lbs. each 0.00 _ 4-4-0 5 J2 3-11-11 ROOF TRUSS 8.00 2-0-0 0-0-0 12 lbs. each 0.00 4-4-0 1 J2B 3-11-11 ROOFTRUSS 8.00 2-0-0 0-0-0 12 lbs. each 0.00 ' 1 K1 16-4-0 ROOF TRUSS 8.00 2-0-0 2-0-0 60 lbs. each _ _ _5.00_ 1 K1G 16-4-0 ROOFTRUSS 8.00 2-0-0 2-0-0 69 lbs. each 5.00 -� 5-9-13 1 K2 54 tbs. each 16-4-0 ROOF TRUSS 8.00 5.00 0-0-0 0-0-0 --� - 5-1-7 1 K3 16-4-0 ROOF TRUSS 8.00 0-0-0 0-0-0 68 lbs. each 5.00 4-3-7 1 K4 16-4-0 ROOFTRUSS 8.00 0-0-0 0-0-0 64 tbs. each 5.00 _ 3-5-7 1 K5 16-4-0 ROOF TRUSS 8.00 0-0-0 0-0-0 66 lbs. each 2 Rows Lat Brace 5.00 _ 2-7-7 1 K6 16-4-0 ROOF TRUSS 0.00 0-0-0 0-0-0 63 lbs. each _ 0.00 - -- -- (1) 2-Ply 2-11-8 2 K7 16-4-0 ROOFTRUSS 0.00 0-0-0 0-0-0 164 lbs. each 2X4/2X6 0.00 - - 6-11-10 1 i5 Mi 8-0-0 MONO TRUSS 8.00 2-0-0 0-0-0 33 lbs. each 0.00 --� -� (1) 2-Ply 6- I1 - 10 2 M2 8-0-0 MONO TRUSS 8.00 2-0-0 0-0-0 43 lbs. each 2X4/2X6 0.00 5-7-10 7 M3 6-0-0 MONO TRUSS 8.00 2-0-0 0-0-0 22 lbs. each 0.00 - --- (1) 2-Ply 7-0-3 2 M4 8-0-0 MONO TRUSS 8.00 2-0-0 0-0-0 43 lbs. each 2X4/2X6 1 0.00 _ - _