The URL can be used to link to this page

Home My WebLink AboutTRUSSES - 07-00591 - 755 Johnson Ave - New SFR;apd Job Truss Truss Type Qty Ply VRSWPRESOLD/12 2/CC4(ID) Q8127M Al ROOF TRUSS 1 Z Job Reference(optional) STOCK COMPONENTS -IF, Idaho F811s, ID 83403, CLAY G. 7.uuo s May zu zuuf m I eK Inaustrtes, Inc. Mon uec us uv=zu zwi rage 1 -2-0-0 , 4-3-15 , 8-0-0 , 12-8-0 i 16-4-1 , 20-8-0 2-0-0 4-3-15 3-8-1 4-8-0 3-8-1 4-3-15 Scale =1:s8.0 5x5 = 8-0-0 12-8-0 20-8-0 8-0-0 4-8-0 8-0-0 LOADING (psf) 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 0.41 Vert(LL) -0.08 8-10 >999 240 MT20 169/123 TCDL 8.0 lumber Increase 1.15 BC 0.39 Vert(TL) -0.13 8-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.03 7 n/a n/a Rr:ni A n Code IRC2003/TP12002 (Matrix) Weight 198 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std REACTIONS (Ib/size) 7=2282/0-3-8, 2=2495/0-3-8 Max Horz 2=155(LC 6) Max Uplift7=-235(LC 8), 2=-323(LC 7) Max Grav,7=2590(LC 3), 2=2903(LC 2) FORCES (lb) - Maximum Compression&bAmum Tension TOP CHORD 1-2=0/187, 2-3=-41661400, 3-4=-3759/396, 4-5=-3006/347, 5-6=-3813/414, 6-7=-4232/429 BOT CHORD 2-10=395/3298, 9-10=-284/3038, 8-9=-284/3038, 7-8=-304/3367 WEBS 3-10=316/93, 4-10=-207/1627, 5-10=-256/239, 5-8=-222J1712, 6-8=-353/106 NOTES 1) 2-ply truss to be connected together with 10d (0.131'50) 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 oa 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); Ex p 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 nonooncurrent with any other live loads. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 7 and 323 lb uplift at joint 2. 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 B-0-0 end setback 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 129 lb up at 12-8-0, and 884 lb down and 129 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on page 2 Job Truss Truss Type Qty Ply VRSKA/PRES=/12 2/CG/(ID) Q81zM Al R" TRUSS 1 Z Job Reference s I MA c:UMKMtn i s-r. Iaano MIS. W MW-U, FUuyY kv. LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plQ Vert 1-4=-86, 45=-43(17=43), 5-7=-86, 2-10=-16, 8-10=-206(F=-190), 7-8=-16 Concentrated Loads (Ib) Vert 10=-884(F) 8=-884(F) /.uuu s may zd LUU/ M 1 eK MUSMeS, M. MM ueC us uw.44:L6 Aw rage L Job Truss Truss Type Qty Ply VRSKAIPRESOUY12-2/CG/(ID) Q81ZM A2 ROOF TRUSS 1 2 Job Reference anal STOCK COMPONENTS -IF, Idaho FaIK ID 83403, CLAY G. 7.000 s May 29 Z007 NYTeK mustnes, m. Mon uec u3 u9:33:Z9 zwr Page 7 -2-0-0 4-4-11 , 8-1-8 , 10-0-0 1,0-8- 15-4-1 , 20-M , 2-0-0 4-4-11 3-8-13 1-10-8 0-8-0 4-8-1 5-3-15 Scab s 1:38.6 5x5 = BBB = 8-1-8 , 10-0-0 1,0-8- 154-1 , 20-8-0 , 8-1-8 1-10-8 0-8-0 4-8-1 5-3-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loci) I/deft Ud PLATES GRIP TCLL 35.0 plates Increase 1.15 TC 0.41 Vert(LL) -0.09 9-11 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.72 Vert(TL) -0.14 9-11 >999 180 TCDL 8.0 BCLL 0.0 Rep Stress Incr NO WB 0.59 Horz(TL) 0.04 8 rya n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 233 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2 X 6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std REACTIONS (Iblsize) 8=3419/0-3-8, 2=2602/0-3-8 Max Horz 2=187(LC 6) Max Uplift8=-394(LC 8), 2=-323(LC 7) Max Grav8=3754(LC 3), 2=3110(LC 2) FORCES (Ib) - Maximum Compression/M mimum Tension TOP CHORD 1-2=0/187, 2-3=-4463/395, 3-4=-4004/397, 4-5=3398/412, 5-6=-2817/357, 6-7=-3539/394, 7-8=-5331/550 BOT CHORD 2-13=-367/3557, 12-13=-30013199, 11-12=-251/2793, 10-11=-394/4266, 9-10=-394/4266, 8-9=-394/4266 WEBS 3-13=-443/102, 4-13=-63/1134, 4-12=-1125/109, 5-12=-220/1595, 6-12=-102/699, 6-11=-149/1235, 7-11=-1830/282, 7-9=-16311486 NOTES 1) 2-ply truss to be connected together with 10d (0.131" x3') nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as fellows: 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=25fI; TCDL=4.8psf; BCDL=4.8psf; Category II; E)V 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); E)p 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 nonooncurrent with any other live loads. 9) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 394 lb uplift at joint 8 and 323 lb uplift at joint 2. 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 tie-in span(s): 11-10-8 from 8-1-8 to 20-8-0 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)1052 lb down and 106 lb up at 8-1-2 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 Oty Ply VRSKAIPRESOLD/12-2/CGJ(ID) 0812795 A2 ROOF TRUSS 1 2 .lob Re%renoe STU A UUNFUMN I S-R-, IaaW raps, IU W4W, ULAY (i. /.uw s May zu Nu/ MI I eK maustnes, nc. Mon uec w Lr:.so.zu [w/ raga L LOAD CASES) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert 1-5=-86, 5-6=-68, 6-8=-86, 2-13=-16, 8-13=-260(F=-244) Concentrated Loads (lb) Vert 13=-722(F) Job Truss Truss Type Qty Ply VRSKA/PRES0LD112 2/CGf(ID) 0812795 B1 G ROOF TRUSS 1 1 .lob Reference(optional) • STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Wek Industries, Inc. Mon DM 03 09:33:29 2007 Page 1 5-5-12 , 1.0-11-8 12-11-8 5-5-12 5-5-12 2-0-0 Scab -123.4 4x8 II 5-5-12 i 10-11-8 5-5-12 5-5-12 LOADING (W SPACING 2-0-0 CSI DEFL in (hoc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.83 Vert(LL) -0.14 1-5 >884 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.24 1-5 >529 180 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0.25 3 n/a n/a BCDL 8.0 Code IRC2003/TPl2002 (Matrix) Weight: 33 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 165OF 1.5E REACTIONS (lb/size) 1=524/0-3-8, 3=755/0-3-8 Max Horz 1=-116(LC 5) Max Uplift1=-29(LC 7), 3=-123(LC 8) MaxGray1=634(LC 2), 3=964(LC 3) FORCES (Ib) - Maximum Compressionff&Amum Tension TOP CHORD 1-2=-1810/5, 2-3=-1815/27, 3-4=0/173 BOT CHORD 1-5=0/1559, 3-5=0/1548 WEBS 2-5=0/1464 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc puriins. 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; EJV 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 MTek "Standard Gable End Detail' 3) TCLL: ASCE 7-98; Pt--35.0 psf (flat roof snow); E)p C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof the 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Gable studs spaced at 2-0-0 oc, 9) Bearing at joint(s)1, 3 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint 1 and 123 lb uplift at joint 3. 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 VRSKA/PRESOLD/12 2/CG1(ID) Q812795 C1 ROOF TRUSS 1 2 .lob Reference STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 20D7 MiTek Industries, Inc. Mon Dec 03 09,33:29 2007 Page 1 5-0-4 , 7-11-8 , 9-7-12 , 12-7-11 , 15-7-11 , 1.9-3-8 5-0-4 2-11-4 1-8-4 2-11-15 2-11-15 3-7-13 _ Scale =1:34.4 5x 5-5-12 _, 7-11-8 8i2t,4 4A — 12-7-11 15-7-11 wo It 19-3-8 SIB 5-5-12 2-5-12 0-2-12 2-11-15 2-11-15 3-7-13 1-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.16 TC 0.32 Vert(LL) -0.07 8-9 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.12 8-9 >999 180 MT18H 169/123 BCLL 0.0 Rep Stress [nor NO WB 0.75 Horz(TL) -0.03 11 n/a Na BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 218lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 5-7-11 oc pudins. BOT CHORD 2 X 6 DF No.2 *Except* BOT CHORD Rigid celling directly applied or 6-0-0 oc bracing. B3 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF-S StudlStd *Except* W5 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 1650F 1.5E W9 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 1=301/0-3-8, 7=494110-5-8, 11=4915/0-5-8 Max Horz1=162(LC 6) Max Upliftl=-52(LC 8), 7=-547(LC 8), 11=A$2(LC 7) Max Grav1=413(LC 2), 7=5262(LC 3),11=5011(LC 2) FORCES (lb) - NkWmum Compression Awdmum Tension TOP CHORD 1-2=-696/75, 2-3=-255/91, 3-4=-167/268, 4-5=-1325/261, 5-6=-3851/467, 6-7=-65641697 BOT CHORD 1-13=-129/502, 12-13=-344180, 11-12=-4725/459, 3-12=-585/92, 11-14=-210/25, 10-14=-210/25, 9-10=-300/3111, 9-15=-53615308, 8-15=-536/5308, 7-8=-53615308 WEBS 2-13=-450/115, 3-13=-79/551, 10-12=-133/1728, 4-12=-3070/297, 4-10=-423/3329, 5-10=-3729/422, 5-9=-413/4090, 6-9=-2815/325, 6-8=-281/2939 NOTES 1) 2-ply truss to be connected together with 10d (0.131")0) nails as follows: Top chords connected as follows: 2 X 4 -1 raw at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc, 2 X 4 -1 row at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 raw at 0-9-0 oc. 2) All loads are considered equally applied to all plies, w cept 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); EV 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 nonooncurrent with any other live loads. 7) All plates are M1720 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Bearing at joint(s)1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 lb uplift at joint 1, 547 lb uplift at joint 7 and 482 lb uplift at joint 11. 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 tie-in span(s): 28-8-0 from 8-5-0 to 13-1-0; 35-8-0 from 13-1-0 to 19-3-8 &Q� f W(p%g§tgndard Job Truss Truss Type Qty Ply Q812795 C1 ROOF TRUSS 1 2 IVRSKAIPRESOLD112-2/CCl(ID) .lob Reference o gonal U i Ueae UUM-UNIM 1 s-11-, Mann raU15, iU VMW, IULAT ti. LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIQ Vert: 1-4=-86, 47=-86, 1-13=-16, 12-13=-16, 11-14=-16, 1415=-689(F=-673), 7-15=-867(F=-851) r.000 S May p Nu! =1 eK incus es, m Mon Uee us ua:ssL:7 [w/ vage G Job Tnrss Tniss Type Oly Ply VRSKA/PRESOLD112 2/CG1(ID) 0812795 C1G ROOF TRUSS 1 1 Job Reference e STOCK COMPONENTS -IF, ldaho Falls, ID 8340, CLAY G. 7.000 s May 29 2007 Welt MusWes, Inc. Mon Dec 03 a9..M:31 MEW Page 1 , 5-3-11 , 9-7-12 10-8-01 _ 14-9-5 i 19-3-8 , 21-3-8 , 5-3-11 4-4-1 1-0-4 4-1-5 4-6-3 2-0-0 Scab=1:35.8 47S _ , 5-5-12 , 9-7-12 4 0-8-0, 14-9-5 , 19-3-8 , 5-5-12 4-2-0 1-0-4 4-1-5 4-6-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.73 Vert(LL) -0.07 1-14 >999 240 MT20 169/123 (Roof Snow--35.0) lumber increase 1.15 BC 0.43 Vert(TL) -0.11 1-14 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.63 Horz(TL) 0.05 13 n/a n/a BCLL 0.0 BCDL 8.0 Code IRC20031TP12002 (Matrix) Weight: 96lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Stnx tural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std WEBS 1 Raw at midpt 3-13 OTHERS 2 X 4 SPF-S Stud/Std REACTIONS (Iblsize) 1=221/0-3-8,12=402110-10-8, 6=308/10-10-8, 13=1050/10-10-8, 10=53110-1a8, 11=50/10-10-8, 9=38110-10-8, 8=9110-10-8 Maus Horz 1=-185(LC 5) Maus Uplift1=87(LC 8),12-488(LC 8), 6=-206(LC 8),13=-93(LC 6),10=-287(LC 2), 8=-187(LC 9) MaxGrav1=329(LC 2),12=402(LC 1), 6=660(LC 3), 13=1375(LC 2), 10=368(LC 3), 11=105(LC 4), 9=100(LC 9), 8=69(LC 4) FORCES (lb) - Maudmum CompressioMMa)dmum Tension TOP CHORD 1-2=-250/144, 2-3=94/831, 3-4=-62/730, 4-5---=697, 5-6=-236/403, 6-7=W175 BOT CHORD 1-14=56/117, 13-14=-49/144, 12-13=-617/113,11-12--318/52, 10-11=-318/52, 9-10=-318/52, 8-9=-318/52, 6-8=-318/52 WEBS 2-14--V201, 2-13=-824/112, 3-13=-10721115, 4-13=-213/27, 4-12=-1831105, 5-12=-304/56, 5-10=-377/281 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see NiTek "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 M1720 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable studs spaced at 240-0 oc. 10) Bearing at joint(s)1 considers parallel to grain value using ANSVTPI I 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 87 lb uplift at joint 1, 88 lb uplift at joint 12, 206 lb uplift at joint 6, 93 lb uplift at joint 13,287 lb uplift at joint 10 and 187 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 ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKAfPRES0LD/12-2/CGr(ID) Q812795 C2 ROOF TRUSS 1 1 Job Reference(optional) ° STOCK COMPONENTS-, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Welk Industries, kr- Mon Dec 03 09:33:32 2007 Page 1 4-6-9 8-5-0 I 4x4 4-6-9 3-10-7 8x18 MT18H i 5-5-12 i 8-5-0 5-5-12 2-11-4 4x4 Stab a 1:27.8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.43 Vert(LL) -0.08 5 >999 240 MT20 169/123 TCDL 8.0 lumber Increase 1.15 BC 0.35 Vert(TL) -0.13 1-5 >725 180 MT18H 169/123 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.18 6 Na uya RCDI_ a Code IRC2003/TP12002 (Matrix) Weight: 39lb 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 SPFS Stud/Std *Except* BOT CHORD W3 2 X 6 DF No.2 REACTIONS (ib/size) 1=410/0-3-8, 6=410/0-5-8 Max Horz 1=161(LC 7) Max Uplift6=-95(LC 7) Max Grav 1 =598(LC 2), 6=598(LC 2) FORCES (lb) - Maximum CompressioruftAmum Tension TOP CHORD 1-2=-1948/237, 2-3=-1270/150, 4-0=-598/95, 3-4=-576/108 BOT CHORD 1-5=-353/1694, 4-5=-17/17 WEBS 2-5=-608/164, 3-5=-218J1341 Structural wood sheathing directly applied or 4-5-0 oc puriins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc tracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; Fxp 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 EV. 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) All plates are MT20 plates unless otherwise indicated. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Bearing at joint(s)1, 6 considers parallel to grain value using ANSIITPI 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 95 lb uplift at joint 6. 9) This miss 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 Thus Truss Type (Xy Ply VRSKA/PRESOLD/12 2/CG1(ID) 0812795 CR1 ROOF TRUSS 3 1 Job Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Mi Tek industries, Inc. Mon Dec 03 09,33:32 2007 Page 1 -2-9-15 5-10-15 11-3-0 2-9-15 5-10-15 5-4-1 Scab a 1:26.6 4A II 5 5-10-15 , 11-3-0 1 5-10-15 5-4-1 Plate Offsets (X,Y): [2:0-1-6,Edn01, [4:Edae,0-2-01 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.79 Vert(LL) 0.06 2-8 >999 240 MT20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.43 Vert(TL) -0.06 7-8 >999 180 TCDL 8.0 Rep Stress Incr NO WB 0.92 Horz(fL) 0.02 7 rVa n/a BCLL 0.0 r.ni s n Code IRC20031TPI2002 (Matrix) Weight: 44lb 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-S Stud/Std *Except* BOT CHORD W3 2 X 4 SPF 165OF 1.5E REACTIONS (Ib/size) 7=1067/Mec hanical, 2=674/0.4-15 Max Horz 2=312(LC 7) Max Up1ift7=-292(LC 7), 2=--54(LC 7) Max Grav7=1189(LC 2), 2=883(LC 2) FORCES (lb) - NkWmum CompressionlMakmum Tension TOP CHORD 1-2=0/93, 2-3=-1122/0, 3-4=-298/149, 4-5=-26/0, 4-7=-579/236 BOT CHORD 2-8=-2101936, 7-8=-210/936, 6-7=010 WEBS 3-8=0/187, 3-7=-9801215 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid celling 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 snoulr); EV 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) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint 7 and 54 lb uplift at joint 2. 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. 10) 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=-4(F=19, B=19)-to-4=-237(F=-97, B=-97), 4=-237(F=-97, B=-97)-to-5=-242(F=-99, B=-99), 2=-0(F=4, B=4)-to-6=-45(F=-18, B=-18) Job Truss Truss Type Gty Ply VRSKAIPRES0LD/12-2/CGl(ID) 0812795 CR2 ROOF TRUSS 1 1 Job Reference(optional) STOCK COMPOPIENTS-IF, Idaho Falls, ID a340a, CLAY G. 7.000 s May 29 2007 Wek MusWes, Inc Mon Dec 03 09:33:33 2W7 Page 1 -2-9-15 5-9-9 11-0-3 2-9-15 5-9-9 5-2-10 Scale =1:28.2 ax5 u 5 5-9-9 1 11-0-3 5-9-9 5-2-10 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.85 Vert(LL) 0.06 2-8 >999 240 MT20 169/123 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.40 Vert(TL) 0.07 2-8 >999 180 TCDL 8.0 BCLL 0.0 Rep Stress Incr NO WB 0.52 Horz(TL) 0.01 7 n/a n/a Rr•_ni a n Code IRC20031 TP12002 (Matrix) Weight: 43 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-S Stud/Std -Except- BOT CHORD W3 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 7=739/Mechanicai, 2=374/0-7-12 Max Horz 2=186(LC 7) Max Uplift7=-188(LC 7), 2=-13(LC 7) Max Grav7=855(LC 2), 2=582(LC 2) FORCES (lb) - Maximum CompressioNMaximum Tension TOP CHORD 1-9=0185, 2-9=0/92, 2-3=-674/0, 3-4=-221/116, 4-5=-21/0, 4-7=-462/179 BOT CHORD 2-8=-96/573, 7-8=-96/573, 6-7=0/0 WEBS 3-8=0/132, 3-7=-581/90 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8pst, 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint 7 and 13 lb uplift at joint 2. 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. 10) 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 (p(f) Vert 1-9=-43 Trapezoidal Loads (plf) Vert 9--43(F=43, B=43)-to-4=-189(F=-73, B=-73), 4=-189(F=-73, B=-73)-to-5=-194(F=-75, B=-75), 2=7(F=7, B=7)-to-6=-36(F=-14, 8=-14) Job Truss Truss Type Qty Ply VRSKARRESOLD/12 21CCf(ID) Q812795 CR3 ROOF TRUSS 1 1 Job Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Wek Industries, bnc. Mon Dec 03 09.M.33 2007 Page 1 -2-9-15 i 5-8-14 11-3-0 2-9-15 5-8-14 5-6-2 3X8 11 Scab -1.20.7 5 5-11-0 11-3-0 5-11-0 5-4-0 LOADING (psf) TCLL 35.0 (Roof Snow=35.0) TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 1-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003ITP12002 CSI TC 0.89 BC 0.32 WB 0.77 (Matrix) DEFL in (loc) I/defl Ud Vert(LL) 0.02 7-8 >999 240 Vert(TL) -0.04 7-8 >999 180 Horz(TL) -0.01 7 rda Ma PLATES GRIP MT20 169/123 Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 210OF 1.8E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end BOT CHORD 2 X 4 SPF 165OF 1.5E verticals. WEBS 2 X 4 SPF 165OF 1.5E `Except' BOT CHORD Rigid ceiling directly applied or 5-8-13 oc bracing. W12 X 4 SPF-S Stud/Std REACTIONS (lb/size) 7=8&Mechanical, 8=1855/0-9.4 Max Horz 8=310(LC 7) Max Uplift7=-300(LC 8), 8=-142(LC 7) MaxGrav7=86(LC 1), 8=2496(LC 2) FORCES (lb) - IVlaAmum Compression/MaAmum Tension TOP CHORD 1-2=0/92, 2 3=-205/1647, 3-4=-298/163, 4-5=-24/0, 4-7=-584/240 BOT CHORD 2-8=-1348/222, 7-8=-1523/0, 6-7=0/0 WEBS 3-8=-2384/247, 3-7=0/1794 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 lb uplift at joint 7 and 142 lb uplift at joint 8. 9) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 292 lb down and 19 lb up at-2-9-15 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the bins are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert 1-2=-43 Concentrated Loads (lb) Vert: 2=-200(F) Continued on page 2 Job Truss Truss Type Qty Ply VRSKA/PRESOLD/12 21CC1(ID) Q812795 CR3 ROOF TRUSS 1 1 Job Reference UMW 51UGK UUWUNt:N I ti-IF, nano r-ells, IU w4w, I:LAY u. /.UW s May zu;dw/ MI I eK MCUSrrres, IM. MM UBC U3 Ud=' :3 WWI rye L LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert 2=0(F=21, B=21)-to-4=-238(F=-97, B=-97), 4=-238(F=-97, B=-97)-to-5=-242(F=-100, B=-100), 2=0(F=4, B=4)-to-6=45(F=-19, 13=-19) Job Truss Truss Type Oty Ply VRSKAIPRES=/12 2/CGf(ID) Q81270 D1 ROOF TRUSS 1 2 .lob Reference orlal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MTek Industries, Me. Mon Dec 03 09,33:34 2W7 Page 1 6-1-0 , 11-10-8 , 17-0-1 ,_ 22-3-7 , 27-5-0 1 30-11-7 , 35-5-0 137-5-0, 6-1-0 5-9-8 5-1-9 5-3-5 5-1-9 3-6-7 4-5-9 2-0-0 Scale s 1:63.0 6)6 = 4x5 = 4z4 = 5a = 1.5m I I M = 3s = W 11 4X8 = 2c4 11 6-1-0 11-7-12 11-,1,0-8 17-0-1 , 22-3-7_ ,_ 27-2-0 , 30-11-7 , 35-5-0 6-1-0 5-6-12 0-2-12 5-1-9 5-3-5 4-10-9 3-9-7 4-5-9 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 0.48 Vert(LL) -0.20 12-13 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.33 12-13 >847 180 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.14 9 n/a n/a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 372lb 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 end BOT CHORD 2 X 6 DF No.2 *ExDept* verticals. B2 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std -Except! W5 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 165OF 1.5E W5 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 1650F 1.5E W8 2 X 4 SPF 1650F 1.5E, W2 2 X 4 SPF 1650F 1.5E REACTIONS (Ib/size) 18=722/Mechanical, 16=5572/0-5-8, 9=2387/0-5-8 Maus Horz 18=286(LC 6) Max Upliftl8=-72(LC 3), 1 6=-569(LC 7), 9=-285(LC 8) Max Grav18=857(LC 2), 16=5903(LC 2), 9=2387(LC 1) FORCES (lb) - Maximum Compression&bAmum Tension TOP CHORD 1-18=-339/10, 1-2=-218/85, 2-3=-29413104, 3-4=-26461285, 4-5=-26461285, 5-6=-26461285, 6-7=-5381/497, 7-8=-6124/546, 8-9=-6052f483, 9-10=0/182 BOT CHORD 17-18=-288/49, 16-17=-9910, 15-16=-5431/526, 3-15=-3179/301, 14-15=-3001/345, 13-14=-41715515, 12-13=-417/5515, 11-12=-360/5147, 9-11=-354/5069 WEBS 2-17=-349/1229, 3-14=-561/6286, 4-14=-340142, 6-14=-3225/282, 6-13=-355/1113, 6-12=-294/239, 7-12=-257/3102, 8-12=-600/548, 8-11=-186/87, 15-17=-196/348, 2-15=-36531310, 1-17=-135/223 NOTES 1) 2-ply truss to be connected together with 10d (0.131")0 y nails as follows: Top chords connected as fol laws: 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, 2 X 4 -1 raw at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 10) Refer to girder(s) for truss to truss connections. 11) Bearing at jolnt(s) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 72 lb uplift at joint 18, 569 lb uplift at joint 16 Ccn1 &WWW joint 9. Job TRW Truss Type oty Ply VRSKA/PRESOM12-2/CGf(ID) U812-M D1 ROOF TRUSS 1 2 Job Reference anal • STOCK COMPONENTS -IF, Idaho FaUS, ID 83403, CLAY G. 7.000 S May 29 2007 Wek Industries, Inc. Mon Dec 03 09:33:34 2007 Page 2 NOTES 13) 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. 14) Girder carries hip end with 8-0-15 right side setback, 040-0 left side setback, and 8-0-15 end setback 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 903 lb down and 337 lb up at 27-2-0 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: 1-7=-43(F=43), 7-10=-86, 16-18=-208(F=-192), 12-15=-208(F=-192), 9-12=-16 Concentrated Loads (lb) Vert 12=-903(F) Job Truss Truss Type Oty Ply Q812795 D10 ROOF TRUSS 1 1 IVRSKAIPRESOLD/12-2/CGI(ID) Job Reference(optional) 0 01 UL^ %,%M -%A 4CIY I V*W", IUMFJ 1"41110, IN oowj. VL T V. r.wv s Wray c-v'dour ra I eR nuumes, nG. moll LOW w W..40.40 cwf rage I 6-2-9 12-0-5 17-10-0 23-7-11 29-5-7 35-8-0 37-8-0 6-2-9 5-9-11 5-9-11 5-9-11 5-9-11 6-2-9 2-0-0 Scab s 1:63.1 5x5 = 4 I$ 3YA = 3* = 34 = 3M = 9-1-7 17-10-0 26-6-9 35-8-0 9-1-7 8-8-9 8-8-9 9-1-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP TCLL 35.0 (Roof Snow--35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.22 1-12 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.46 1-12 >914 180 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.12 7 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight:156 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-5-10 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E -Except- WEBS 1 Row at midpt 3-11, 5-11 W12 X 4 SPF-S Stud/Std, W12 X 4 SPF-S Stud/Std REACTIONS (Ibdsize) 1=1798/Mechanical, 7=2009/0-5-8 Max Horz 1=-322(LC 5) Max Uplift1=-104(LC 7), 7=-191(LC 8) Max Grav1=2117(LC 2), 7=2425(LC 3) FORCES (lb) - Maidmum Compression"Amum Tension TOP CHORD 1-2=-32591182, 2-3=-2784/208, 3-4=-1764/204, 4-5=-1765/210, 5.6=-2670/180, 6-7=-3134/153, 7-8=0/181 BOT CHORD 1-12=-189/2529, 11-12=-76N869,10-11=-1/1819, 9-10=-1/1819, 7-9=-39/2387 WEBS 2-12=678/162, 3-12=-521777, 3-11=-1125/191, 4-11=-123/1297, 5-11=-1073/179, 5.9=-24/664, 6-9=-586/143 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--W.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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 1 and 191 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 CASES) Standard Job Truss Truss Type Oty Ply VRSKAIPRESOLD/12-2/CG/(ID) 0812796 D11 ROOF TRUSS 1 1 Job Reference(optional) a STOCK COMPONENTS -IF, Idaho Falls, ID 83403. CLAY G. 7.000 s May 29 2007 Wek Industries, Inc. Mon Dec 03 09*33.36 2007 Page 1 5-7-4 10-9-10 , 16-M , 19-8-0 24-4-0 25-10-Q 31-8-8 �3-2-$ 35-M ,37-8-0, 5-7-4 5-2-6 5-2-6 3-8-0 4-8-0 1-6-0 5-10-8 1-6-0 2-5-8 2-0-0 sca,o =1:63.1 sxs = sxs = 3x4 = IS = IS = 4x4 = — • 8.00112 &S 8-2-7 , 16-0-0 , 19-8-0 , 24-4-0 25-10-p 31-8-8 33-2-$ 35-8-0 , 8-2-7 7-9-9 3-8-0 4-8-0 1-6-0 5-10-8 1-" 2-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snovu=35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.27 14-15 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.79 Vert(TL) -0.4414-15 >958 180 MT20H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.24 11 n/a n/a BCDL 8.0 Code IRC20031TPI2002 ()% Weight:192 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1. BE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1. BE -Exepr WEBS 1 Row at midpt 3-19, 5-19, 6-17, 8-15 W12 X 4 SPF-S Stud/Std, W9 2 X 4 SPF-S Stud/Std W10 2 X 4 SPF-S Stud/Std, W11 2 X 4 SPF-S Stud/Std W13 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=1798/11Aec hanical,11=2009/0-5-8 Max Horz 1=-290(LC 5) Max Uplift1=-99(LC 7),11=-185(LC 8) Max Grav 1 =2218(LC 2), 11=2527(LC 3) FORCES (Ib) - NWdmum CompressiorUNW3mum Tension TOP CHORD 1-2---3482/171, 2-3=-3055/195, 3-4=-2088h82, 4-5=-1581/187, 5-6=-2006/180, 6-7=-32021205, 7-8=-3315/125, 8-9=-4891/88, 9-10=-5010f79,10-11=-3202/63, 11-12=0/181 BOT CHORD 1-20=-17312727,19-20=-88/2142,18-19=0/1538,17-18=0/1538,16-17=0/2009,15-16=0/2299,14-15=-27/4140, 13-14=-5/2716, 11-13=-10/2397 WEBS 2-20=-601/145, 3-20=-451693, 3-19=-972/171, 4-19=-54/660, 5-19=-444/518, 5-17=-88/830, 6-17=-929/141, 6-16=1069/11, 6-15=-46/2315, 7-15=-538/128, 8-15=-1631/87, 8-14=01879, 10-14=-41/2074, 10-13=-154718 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f; TCDL=4.8psf; BCDL=4.8psf; Category II; E)p C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pfi=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 nonconcurrerd with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 99 Ib uplift at joint 1 and 185 Ib uplift at joint 11. 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 I. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKAIPRESOLD/122/CGl(ID) 0812796 D12 ROOF TRUSS 1 1 Job Reference oval STOCK COMPONENTS -IF, Idaho Fails, ID 83403, CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Mon Dec 03 09:33.39 2007 Page 1 7-2-7 , 14-0-0 21-M , 24-4-0 25-10-p 28-9-4 , 31-8-8 ;3-2-$ 35-8-0 ,37-8-0, 7-2-7 6-9-9 7-8-0 2-8-0 1-6-0 2-11-4 2-11-4 1-6-0 2-5-8 2-0-0 smb o 1:63.1 sxe WO = 1.5x4 11 3x4 = 3xa = 3x4 = °'° 1 8.00112 &g 7-2-7 , 14-0-0 , 21-8-0 , 24-4-0 25-10-p 31-8-8 $3-2-$ 35-8-0 , 7-2-7 6-9-9 7-8-0 2-8-0 1-6-0 5-10-8 1-6-0 2-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 (Roof Snow--35.0) Plates Increase 1.15 TC 0.85 Vert(LL) -0.2813-14 >W9 240 MT20 169/123 TCDL 8.0 Lumber increase 1.15 BC 0.89 Vert(TL) -0.44 13-14 >955 180 U T18H 169/123 BCLL 0.0 Rep Stress Ina YES WB 0.42 Horz(TL) 0.23 10 rya n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 193 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E -Except- TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. T2 2 X 6 DF No.2, T3 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 1 Row at midpt 2-18, 3-16, 4-16, 4-15, 5-15 WEBS 2 X 4 SPF 165OF 1.5E -E) cept- W 12 X 4 SPF-S Stud/Std, W8 2 X 4 SPF-S StudlStd W11 2 X 4 SPF-S StudfStd, W13 2 X 4 SPFS Stud/Std REACTIONS (Iblsize) 1=1798/Mechanical,10=2009/0-5.8 Max Horz 1=-255(LC 5) Max Uplift1=-90(LC 7), 10=-177(LC 8) Max Gray 1=2316(LC 2), 10=2626(LC 3) FORCES (lb) - WAmum Compress€on/Maximum Tension TOP CHORD 1-2=-3592/145, 2-3=-2631/153, 3-4=-1944/159, 4-5=-2500/210, 5-6=-3327/173, 6-7=-3382/123, 7-8=-5060/118, 8-9=-5064/58, 9-1 0=-3389/45, 10-11 =0/1 81 BOT CHORD 1-19=-176/2773, 18-19=-176/2773, 17-18=-89/1985, 16-17=-89/1985, 15-16=-1/1940, 14-15=0/2432, 13-14=0/3249, 12-13=0/2850,10-12=012571 WEBS 2-19=0/261, 2-18=-9621163, 3-18=-211672, 3-16=-462/428, 4-16=-245/443, 4-15=-155(702, 5-15=-1856/55, 5-14=-8/2356, 6-14=-295/73, 7-14=-890184, 7-13=-8/1517, 8-13=-245182, 9-13=0/1833, 9-12=-1538/10 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category Ii; EV C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL• ASCE 7-98; Pt--35.0 psf (flat roof snow); E)p C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1 and 177 lb uplift at joint 10. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKAIPRESOLD/12-2(CG/(ID) 0812796 D13 ROOF TRUSS 1 1 Job Reference onal STOCK COMPONENTS -IF, ldaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Wek Industries, Inc. Mon Dec 03 09:33:41 2007 Page 1 6-2-7 12-" 17-10-0 23-&0 25-10-01 31-8-8 $3-2-$ 35-8-0 ,37-8-0, 6-2-7 5-9-9 5-10-0 5-10-0 2-2-0 5-10-8 1-6-0 2-5-8 2-0-0 Scab -1.63.1 sxs = 1.5m 11 axa = 1.5x4 11 3x4 = 3x10 = 3x8 = 5x8 4 8.00112 5x8 , 6-2-7 , 12-0-0 , 17-10-0 , 24-4-0 25-10-p 31-8-8 33-2-$ 35-8-0 , 6-2-7 5-9-9 5-10-0 1: r1:0-1-11.Edoe1. 13:0-4-0.0-1-91. r5:0-3-5.Edoe1. r9:0-1-11 6-6-0 1-6-0 5-10-8 1-6-0 2-5-8 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.35 12-13 >999 240 Mf20 169/123 (Roof Snow--35.0) TCDL 8.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.55 12-13 >769 180 BCLL 0.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.30 9 nla n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 172 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 2-4-6 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF 165OF 1.5E *Exoepr WEBS 1 Raw at midpt 2-17, 6-14, 7-13 W12 X 4 SPF-S Stud/Std, W2 2 X 4 SPF-S Stud/Std W8 2 X 4 SPF-S Stud/Std, W10 2 X 4 SPF-S Stud/Std W11 2 X 4 SPF-S Stud/Std, W13 2 X 4 SPF-S ShxVStd REACTIONS (Ib/size) 1=1789/0-5-8, 9=2001/0-5-8 Max Horz 1=-223(LC 5) Max Upliftl=-79(LC 7), 9=-167(LC 8) Max Grav1=2386(LC 2), 9=2704(LC 3) FORCES (lb) - Ma)dmum CompressioMMmdmum Tension TOP CHORD 1-2=-3733/127, 2-3=-2949/156, 3-4=-2451/142, 4-5=-2451/142, "=-2789/179, 6-7=-3657/133, 7-8=-5489/127, 8-9=-3489/92, 9-10=0/181 BOT CHORD 1-18=-218/2888, 17-18=21812888, 16-17=-147/2275, 15-16=-39/2242, 14-15=-39/2242, 13-14=0/3400, 12-13=-48/4533, 11-12=-15/2977, 9-11=-19/2623 WEBS 2-18=0/226, 2-17=-751/l39, 3-17=-261532, 3-16=-156/887, 4-16=-894/167, 5-16=-147/871, 5-14=-851701, 6-14=-2423/56, 6-13=0/2289, 7-13=1742/88, 7-12=0/969, 8-12=-28/2273, 8-11=-1702/15 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; PF35.0 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 nonooncurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 1 and 167 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 Job Truss Truss Type Qty my VRSKAIPRESOLD/12-2(CG/(ID) 0812795 D14 ROOF TRUSS 1 1 Job Reference(optional) STOCK COMPONENTS-[F, Idaho Falls, [D a3403, CLAY G. 7.000 s May 29 2007 MiTek Industries. Inc. Mon Dec 03 09,33:43 2007 Page 1 , -2-0-0, 5-2-7 , 10-0-0 i 17-2-0 , 24-4-0 a5-8-p 31-8-8 ?3-2-$ 35-8-0 , 37-8-0, 2-0-0 5-2-7 4-9-9 7-2-0 7-2-0 1-4-0 6-0-8 1-6-0 2-5-8 2-0-0 State-1:66.4 Sx10 = 1.5x4 11 Sx10 = 44 = 3x4 = 4x8 = 3)8 = "10 v 8.00 12 W 411:- 10-M , 17-2-0 , 244-0 2,5-1 O- 31-8-8 33-24 35-8-0 , 10-0-0 7-2-0 7-2-0 1-6-0 5-10-8 1-6-0 2-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow--35.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.32 13-14 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.4913-14 >856 180 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(fL) 0.28 10 Ma n/a BCDL 8.0 Code IRC20031TPl2002 (Matrix) Weight:163 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E -Except- TOP CHORD Structural wood sheathing directly applied or 2-3-13 oc purlins. T2 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 5-17, 6-15, 8-14 WEBS 2 X 4 SPF-S Stud/Std-6cept- W3 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF 1650F 1.5E W7 2 X 4 SPF 165OF 1.5E, W10 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 6 DF No.2, Right: 2 X 6 DF No.2 REACTIONS (Ib/size) 2=1994/0-5-8, 10=199M0-5-8 Max Horz2=-165(LC 5) Max Uplift2=-154(LC 7),10=-154(LC 8) Max Grav2=2774(LC 2), 10=2774(LC 3) FORCES (Ib) - Maximum Compression/MaAmum Tension TOP CHORD 1-2=0/181, 2-3=-3751/212, 3.4=-3247/210, 4-5=-3152/233, 5-6=-3148/232, 6-7=-2986/216, 7-8=-3824/221, 8-9=-5659/236, 9-10=-3607M60, 10-11=0/181 BOT CHORD 2-18=-257/2903, 17-18=-19212581, 16-17=-116/2805, 15-1 6=-1 16/2805,14-15=-142/3280, 13-14=-138/4671, 12-13=-7513076, 10-12=7312717 WEBS 3-18=-3861114, 4-18=01369, 4-17=-191/1241, 5-17=-1055/194, 6-17=-1391862, 6-15=-16661120, 6-14=0/751, 7-14=-154/1852, 8-14=-17221106, 8-13=0/995, 9-13=-71/2326, 9-12=-1743/47 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; Pt--35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint 2 and 154 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 ANSUTPI 1. LOAD CASE(S) Standard Job TnIss Truss Type City Ply VRSKAIPRESOLD/12-2/CGI(ID) 0812795 D15 ROOF TRUSS 1 2 .lob Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403. CLAY G. 7.000 s May 29 2W7 MITek Industries, Inc. Mon Dec 03 09:33:44 2007 Page 1 27-8-0 -2-M , 4-3-15 8-0-0 13-5-5 18-10-11 24-4-0 2,5-1 Q* 31-8-8 �3-2135-M , 37-8-0, =1:ss.4 2-0-0 4-3-15 3-8-1 5-5-5 5-5-5 5-5-5 1-6-01-10-0 4-0-8 1-6-0 2-5-8 2-0-0 3M = 3M = U4 = 1.5M 11 &a = Sit 4x4 = US = 4A = 54 = "t' = 8.00 111-2 6X6 = 27-8-0 8-0-0 , 13-5-5 , 18-10-11 24-4-0 25-10-p , 31-8-8 $3-2-$ 35-8-0 , 8-0-0 5-5-5 5-5-5 5-5-5 1-6-01-10-0 4-0-8 1-6-0 2-5-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow--35.0) Plates Increase 1.15 TC 0.50 Vert(LL) -0.35 20-21 >999 240 MT20 169/123 TCDL 8.0 Lumber increase 1.15 BC 0.95 Vert(TL) -0.55 20-21 >766 180 BCLL 0.0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.22 12 n/a n/a RCDL R_0 Code IRC2003(TP12002 (Matrix) Weight: 397 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purtins. BOT CHORD 2 X 6 DF No.2 *Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. B3 2 X 6 DF 180OF 1.6E, B4 2 X 6 DF 180OF 1.6E, 83 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF-S Stud/Std *Except* W3 2 X 4 SPF 165OF 1.5E, W5 2 X 4 SPF 1650F 1.5E W10 2 X 4 SPF 165OF 1.5E, W13 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 2=4348/0-5-8, 12-434810-5-8 Max Horz 2=195(LC 6) Max Uplift2=512(LC 6),12=-514(LC 5) Max Grav2=5186(LC 2), 12=5186(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/189, 2-3=-8057/878, 3-4=-7723J884, 4-5=-8620/1025, 5.6=-9012/1058, 6-7=8075/961, 7-8=464211010, 8-9=-864011010, 9-10=9608/1080, 10-11=-12006/1256, 11-12=-7853/817, 12-13=0/189 BOT CHORD 2-22=-844/6461, 21-22---80616338, 20-21=-1072/8617, 19-20=-109219012,18-19=-1091/9016,17-18=-998/8893, 16-17=-775/7888, 15-16=-959/9806, 14-15=-659/6773, 12-14=-608/6228 WEBS 3-22=-101/281, 4-22=-170/1501, 4-21=-467/3428, 5-21=-1110/161, 5-20=-117/757, 6-20=-96/588, 6-18=-1562/223, 7-18=1997/201, 7-17=-140/1582, 8-17=-47/44, 9-17=-338/2345, 9-16=-307/2932, 10-16=-1998/196, 10-15=-149/1913, 11-15=-414/4251, 11-14=-3416/346 NOTES 1) 2-ply buss to be connected together with 10d (0.131' O) nails as fellows: 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 oa Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL• ASCE 7-98; PF=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 9) This truss requires plate inspection per the Tooth Count Method when this buss is chosen for quality assurance inspection. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 Ib uplift at joint 2 and 514 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. d8h90&Mend with 8-0-0 end setback Job Truss Truss Type Qty Ply VRSKAIPRESOLD/12-2/CC1(ID) 0812795 D16 ROOF TRUSS 1 2 Job Reference tonal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY Q. 7.000 s May 29 2007 MITeK IneusU les, Inc. Mon Dec o3 09:33.44 ZWI Page z NOTES 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb dawn and 129 lb up at 27-8-0, and 884 lb down and 129 lb up at 840-0 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 1-4=-86, 4-9=-43(F=43), 9-13=-86, 2-22=-16, 18-22=-206(F=-190), 17-18=-206(F=-190), 16-17=-206(F=-190), 15-16=-16, 14-15=-16, 12-14=-16 Concentrated Loads (lb) Vert 22=-884(F) 16=-884(F) Job Truss Truss Type Qty Ply VRSKAIPRES0LD/12-2JCGl(ID) Q812795 D2 ROOF TRUSS 1 1 Job Reference tionah STOCK COMPONENTS -IF, Idano F81Is, ID 83403, CLAY G. 7.000 s May 29 2007 MTek Industries, Inc. Mon Dec 03 09:33:44 2007 Page 1 6-1-0 , 11-10-8 1?-1Q 7 19-1-12 25-5-0 30-2-9 i 35-5-0 ,37-5-0, 6-1-0 5-9-8 0-11-15 6-3-5 6-3-5 4-9-9 5-2-7 2-0-0 Scale a 1:63.0 5)S = 4X6 = 3x4 = W 11 440 = 3x6 = W = 2M II 3X8 = 3M II 12-10-7 6-1-0 11-7-12 11-1,0-8, 19-1-12 , 25-3-8 , 35-5-0 , 6-1-0 5-6-12 0-2-12 6-3-5 6-1-13 10-1-8 0-11-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) plates Increase 1.15 TC 0.79 Vert(LL) -0.15 11-12 >999 240 W20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.26 12-13 >999 180 W18H 169/123 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.13 9 n/a n/a BCOL 8.0 Code IRC20031TP12002 (Matrix) Weight 160 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins, except end BOT CHORD 2 X 4 SPF 1650F 1.5E *Except* verticals. 62 2 X 4 SPF-S Stud/Std BOT CHORD Rigid ceiling directly applied or 2-7-12 oc bracing. WEBS 2 X 4 SPF-S Stud/Std *Except• WEBS 1 Raw at midpt 1-18, 2-15,1-17 W7 2 X 4 SPF 165OF 1.5E, W2 2 X 4 SPF 165OF 1.5E REACTIONS (lb(size) 18=275/Mechanical,16--2249/0-5-8, 9=1249/0-5-8 Max Horz 18=-252(LC 8) Max Upliftl8=-96(LC 5),16=-113(LC 7), 9=-182(LC 8) Max Grav 1 8=386(LC 2), 16=2249(LC 1), 9=1347(LC 3) FORCES (lb) - Maximum CompressionM&Amum Tension TOP CHORD 1-18=-3361119,1-2=-106/84, 2-3=0/1018, 3-4=-1/1026, 4-5=-1136/129, 5-6=-11361129, 6-7=-1554/113, 7-8=-1981/107, 8-9=-2577/103, 9-10=0/173 BOT CHORD 17-18=0/252, 16-17=-5/13, 15-16=-2208/136, 3-15=-268/44, 14-15=-527/164, 13-14=-527/164, 12-13=0/1137, 11-12=-2412105 , 9-11=-26/2095 WEBS 2-17=-58/226, 4-15=-1401/91, 4-14=0/181, 4-13=-111/1899, 6-13=-797/118, 6-12-41648, 7-12=0/556, 15-17=-67/185, 2-15=-1214/72, 1-17=-1261121, 8-11=01163, 8-12--6221123 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; Pt--35.0 psf (fiat roof snow); Exp C; Sheltered; 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 five 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 miss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 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 96 lb uplift at joint 18,113 lb uplift at joint 16 and 182 lb uplift at joint 9. 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. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKA/PRESOLD/12 21CGf(ID) 0812795 D3 ROOF TRUSS 1 1 Job Reference(optional) - STOCK COMPONENTS -IF, Idaho Falls, ID 8340, CLAY G. 7.000 s May 29 2007 Wek Industnes, Inc. Mon Dw 03 09:33:45 2007 Page 1 5-11-7 11-9-0 14-10-7 19-1-12 23-5-0 29-2-9 i 35-5-0 37-5-0 5-11-7 5-9-9 3-1-7 4-3-5 5)d = 476 = W = 3M 11 4-3-5 5-9-9 1.W II M = 6-2-7 2-0-0 Scab S I.-M9 14-10-7 5-11-7 , 11-7-12 11-0,0-$ , _ 23-3-8 , 29-2-9 , 35-5-0 , 5-11-7 5-8-5 0-2-12 8-5-1 5-11-1 6-2-7 2-11-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.77 Vert(LL) -0.18 10-11 >999 240 MT20 169/123 TCDL 8.0 Lumber increase 1.15 BC 0.48 Vert(TL) -0.28 10-11 >999 180 MT18H 169/123 BCLL 0.0 Rep Stress Incr YES WB 0.94 Horz(TL) 0.14 8 n/a n/a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 168Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E *Except* TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc puriins. T12 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 4-5-0 oc bracing. Except: ROT CHORD 2 X 4 SPF 165OF 1.5E 1 Raw at midpt 3-15 WEBS 2 X 4 SPF-S Stud/Std *Except* WS 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 165OF 1.5E W4 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF-S Stud/Std REACTIONS (lb(size) 18=2554/0-5-8, 8=1148/0-5-8, 1=79/Mechanical Max Horz 1=-224(LC 5) Max Upiift16=-107(LC 6), 8=-199(LC 8), 1=-408(LC 3) MaxGrav16=2561(LC 2), 8=1469(LC 3),1=339(LC 2) FORCES (lb) - Rwimum CompressioruMaAmum Tension TOP CHORD 1-2=-233/887, 2-3=0/1656, 3-4=0/475, 4-5=-722/165, 5-6=-725/166, 6-7=-1780/162, 7-8=-2889/196, 8-9=0/173 BOT CHORD 1-17=-705/211, 16-17=15/14, 15-16=-2529/133, 3-15=-2296/87, 14-15=-1412(175, 13-14=-4281196, 12-13=0/1306, 11-12=0/1245, 10-11=-88/2335, 8-10=-88/2328 WEBS 2-17=-38/478, 15-17=-802/229, 2-15=-963/142, 3-14---84/1437, 4-14=-1520/157, 6-11=0/866, 7-11=-884/166, 7-10=01219, 5-13=-516/121, 4-13=-81/1582, 6-13=-809/21 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; Pt--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 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 anyother live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joints) 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 107 lb uplift at joint 16,199 lb uplift at joint 8 and 408 lb uplift at joint 1. 12) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSNTPI 1. LOAD CASE(S) Standard Job Truss Truss Type ay Ply VRSKA/PRESOLD/12-2/CG/(ID) 0812795 D4 ROOF TRUSS 1 1 Job Reference anal STOCK COMPONENTS-11, Idaho Falls, ID 8340, CLAY G. 7.000 S May 29 2007 Wek Mustrles, Inc. Mon DM 03 09 33:47 2007 Page 1 6-0-3 11-10-8 13-9-0 16-10-7 21-5-0 28-2-9 35-5-0 37-5-0 6-0-3 5-10-5 1-10-8 3-1-7 &a = U4 = 3M 11 13-9-0 4-6-9 6-9-9 1.5YA II 5)6 = 7-2-7 2-0-0 Scab o 1:62.7 6-0-3 i 11-7-12 11410-8 , 16-10-7 21-3-8 28-2-9 35-5-0 , 6-0-3 5-7-9 0-2-12 3-1-7 4-5-1 6-11-1 7-2-7 1-10-8 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.90 Vert(LL) -0.24 10 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.36 8-10 >785 180 BCLL 0.0 Rep Stress Incr YES WB 0.92 Horz(1-L) 0.21 8 rVa rda BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight:157 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 4-4-7 oc bracing. Except: WEBS 2 X 4 SPF-S Stud/Std `E) cepr 1 Raw at midpt 3-15 W4 2 X 4 SPF 165OF 1.5E, W6 2 X 4 SPF 165OF 1.5E WEBS 1 Row at midpt 4-14, 6-13, 7-11 WEDGE Left 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 16=242510-5-8, 8=1191/0-5-8,1=166/Mechanical Max Horz 1=-257(LC 5) Max Uplift16=-61(LC 7), 8=-201(LC 8), 1=-381(LC 3) Max Grav 1 6=2604(LC 2), 8=1773(LC 3). 1=556(LC 2) FORCES (lb) - Maximum Compression/NbAmum Tension TOP CHORD 1-2=559/817, 2-3=0`/1550, 3-4=0/675, 4-5=-444/92, 5.6=-443/92, 6-7=-1856/100, 7-8=-3476/153, 8-9=0/173 BOT CHORD 1-17=-639/289, 16-17=-25/13, 15-16=-2576/88, 3-15=-2228/19, 14-15=-1334/198, 13-14=-557/251, 12-13=0/1273, 11-12=0/1213, 10-11=-42/2792, 8-10=-43/2795 WEBS 2-17=-37/432,15-17=-689/342, 2-15=-956/131, 3-14=0/1792, 4-14=-1900117, 4-13=-28/1664, 5-13=-609/121, 6-13=-1272/56, 6-11=0/1035, 7-11=-1299/213, 7-10=0/260 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL ASCE 7-98; PF=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss requires plate inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Bearing at joints) 8 considers parallel to grain value using ANSVTPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 16,201 lb uplift at joint 8 and 381 lb uplift at joint 1. 11) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type oty Ply VRSKAIPRESOLD/12-2(CGI(ID) 0812795 DS ROOF TRUSS 1 1 Job Reference octal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Wek Industries, Mc. Mon Dec 03 09:33.50 2007 Page 1 6-0-3 11-10-8 15-9-0 19-5-0 27-2-9 i 35-5-0 37-5-0 6-0-3 5-10-5 3-10-8 3-8-0 7-9-9 10x10 = 9A0 MT18Hi N 3M = 3M 11 8-2-7 2-0-0 scale =1:V-7 19-3-8 6-0-3 11-7-12 11-10-815-9-0 18-10-7 i i 27-2-9 35-5-0 6-0-3 5-7-9 0-2-12 3-10-8 3-1-7 0-5-1 7-11-1 8-2-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.93 Vert(LL) -0.22 8-10 >999 240 W20 169/123 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.66 Vert(TL) -0.39 8-10 >722 180 MT181-11 169/123 TCDL 8.0 Rep Stress Incr YES WB 0.98 Horz(TL) 0.17 8 n/a n/a BCLL 0.0 RC:rxl S n Code IRC2003/TPI2002 (Matrix) Weight:159 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E -Except- TOP CHORD T2 2 X 6 DF No.2, T4 2 X 4 SPF 210OF 1.8E BOT CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std -Except* WEBS W9 2 X 4 SPF 165OF 1.5E WEDGE Left: 2 X 4 SPF-S Stud/Std REACTIONS (Ibfsize) 16=236&0-5-8, 8=1211/0-5-8, 1=205/Machanical Max Horz 1-289(LC 5) Max Uplift16-123(LC 7), 8=205(LC 8), 1=-268(LC 3) MaxGrav16=2365(LC 1), 8=1690(LC 3), 1=631(LC 2) Structural wood sheathing directly applied. Rigid ceiling directly applied or 4-7-7 oc bracing. Except: 1 Row at midpt 3-15 1 Row at midpt 4-14, 7-11 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2"--688/624, 2-3=0/1250, 3-4=-361/l74, 4-5=-554169, 5.6=-796/45, 6-7=-1094/8, 7-8=-3123/139, 8-9=0/173 BOT CHORD 1-17=-4821394, 16-17-1219, 15-16=-2334/150, 3-15=-1866/79, 14-15=-1077/214, 13-14=-126/301, 12-13=0/652, 11-12=0/683 , 10-11=0/2462, 8-10=012481 WEBS 2-17=-4613W, 15-17-527/452, 2-15=-890/134, 3-14=0/1231, 4-14=-1134/0, 4-13=0/1335, 5-13=-939/59, 5-11=0/703, 7-11=1665/252, 7-10=0/311 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft TCDL=4.8psf; BCDL=4.8psf; Category II; Ex p C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL• ASCE 7-98; Pt--35.0 psf (flat roof snow); Ex p C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Refer to girder(s) for truss to truss connections. 10) Bearing at joints) 8 considers parallel to grain value using ANSUTPI 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 123 lb uplift at joint 16, 205 lb uplift at joint 8 and 268 lb uplift at joint 1. 12) 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 VRSKAIPRES01.D/12 2/CG1(ID) Q812795 D6 ROOF TRUSS 1 1 Job Referenoe onad STOCK CONPONENTS-IF, Idaho Fails, ID 83403, CLAY G. 7.000 s May 29 2007 MTek Industries, tnc. Mon Dec 03 09:33:512007 Page 1 , 6-0-3 , 11-10-8 , 17-7-0 , 23-4-12 29-2-7 , 35-5-0 , 37-5-0 , 6-0-3 5-10-5 5-8-8 5-9-12 5-9-12 54 = 3M = 3" n 6-2-9 2-0-0 Scab a 1.63.2 6-0-3 _, 11_-7-1.2 11-1110-8 _ _ 19-0-15 27-0-9 35-5-0 6-0-3 5-7-9 0-2-12 7-2-7 7-11-10 8-4-7 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow-35.0) Plates Increase 1.15 TC 0.84 Vert(LL) -0.2010-11 >999 240 W20 1691123 TCDL 8.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.32 10-11 >872 180 BCLL 0.0 Rep Stress Incr YES WB 0.86 Horz(TL) 0.14 8 nla Ma BCDL 8.0 Code IRC2003rrP12002 (Matrix) Weight: 147 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-S StudlStd `Exoepr W4 2 X 4 SPF 165OF 1.5E WEDGE Left 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=157/Mechanical, 13=2431/0-5-8, 8=1191/0-9-4 Max Horz 1-322(LC 5) Max Uplift1=-360(LC 3), 13=-105(LC 7), 8=-213(LC 8) Max Grav1=637(LC 2), 13=2431(LC 1), 8=1714(LC 3) BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 4-6-6 oc bracing. Except: 1 Row at midpt 4-12 FORCES (lb) - M 3Amum Compression&b)dmum Tension TOP CHORD 1-2=-6961780, 2-3=0/1452, 3.4=0/1498, 4-5=-646172, 5-6=-830155, 6-7=-2582/153, 7-8=-3239/177, 8-9=0/179 BOT CHORD 1-14=-W8/398, 13-14=-25/l, 12-13=-2401/132, 4-12=1903/82, 11-12=-13151224, 10-11=0V1555, 8-10=-1212599 WEBS 2-14=-45/416, 12-14=-655/453, 2-12=-867/128, 4-11=0/1797, 5-11=-52/205, 6-11=1140/206, 6-10=-61/931, 7-10=-566/152 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL• ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 36.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 8 considers parallel to grain rralue using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provsde mechanical connection (by others) of truss to bearing plate capable of withstanding 360 lb uplift at joint 1, 105 lb uplift at joint 13 and 213 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 ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKNPRES0LD/12-2/CGI(ED) Q812795 D7 ROOF TRUSS 1 1 ::1 Job Reference(optlonal) STOCK COMPONENT54F, Idaho Falls, ID s3403, CLAY Cm 7.000 S May 29 20D7 Welt gxtustrtes, MC. Mon Dec 03 09:33:53 2007 Page 1 6-0-3 , 11-10-8 , 17-7-0 , 22-9-4 , 27-11-8 , 35-5-0 , 37-5-0 , 6-0-3 5-10-5 5-8-8 5-2-4 5-2-4 axe = 7-5-8 2-0-0 Scale - 1.63.2 W = 2x4 11 3X4 II 4z4 = 6-0-3 11-7-12 11-1,0-8 19-0-15 27-11-8 28q-4 35-5-0 , 6-0-3 5-7-9 0-2-12 7-2-7 8-10-8 0-2-12 7-2-12 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=-35.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.1013-14 >999 240 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.22 13-14 >8W 180 MT20H 127/93 BCLL 0.0 Rep Stress Incr YES WB 0.73 Horz(TL) -0.10 12 Na Na BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 161 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Ekept: WEBS 2 X 4 SPF-S Stud/Std -E) cepr 5-4-13 oc bracing: 15-16 W4 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 165OF 1.5E 4-1-3 oc bracing: 12-13. WEDGE WEBS 1 Raw at midpt 6-13 Let 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=448/Mechanical,16=1423/0-5-8, 12=1913/0-5-8 Max Horz 1=-322(LC 5) Max Upliftl=-95(LC 8), 16=-93(LC 7),12=-297(LC 8) Max Gravl=761(LC 2), 16=1803(LC 2),12=2732(LC 3) FORCES (lb) - Madmum Compression/MWmum Tension TOP CHORD 1-2=-908/192, 2-3=-W382, 3-4=-37/473, 4-5=-522/140, 5-6=-245/209, 6-7=-436/2884, 7-8=-521/2889, 8-9=-22211247, 9-10=0/175 BOT CHORD 1-17=-1301571,16-17=-11/2,15-16=-1773/120, 4-15=-1210/68, 14-15=-373/202, 13-14=-439/423, 12-13=-2724/305, 7-13=-627/139,11-12=-65/0, 9-11=-913/285 WEBS 2-17=-1321169,15-17=-143/641, 2-15=-759/126, 4-14=0/474, 5-14=-360/152, 6-14=-22/318, 6-13=-3127/330, 8-11=-168/719, 11-13=-1072/366, 8-13=-1409/315 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; Pt--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) All plates are W20 plates unless otherwise Indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint 1, 93 lb uplift at joint 16 and 297 lb uplift at joint 12. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Gty Ply VRSKAIPRESOLD/12 2/CGf(ID) 0812795 D8 ROOF TRUSS 4 1 .lob Reference STOCK COMPONEWS-IF, Idaho Falls, ID 83403, CLAY G. I 7.000 s May 29 2007 Wek Industries, Inc. Mon Dec 03 09:33:55 2W7 Page 1 -2-M , 5-1-5 7-5-8 , 12-7-12 , 17-10-0 , 23-6-8 , 26-0-1 , 29-1-9 32-8-0 , 2-0-0 5-1-5 24-3 5-2-4 5-24 5-8-8 2-5-9 3-1-9 3-0-7 Stab=1:62.3 44 = 3S = W n , 5-1-5 , 7-5-8 , 16-4-0 , 23-6-8 , 26-0-1 _, 32-8-0 , 5-1-5 2-4-3 8-10-8 7-2-8 2-5-9 6-7-15 y�� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof $now=35.0) Plates Increase 1.15 TC 0.89 Vert(LL) -0.11 15-16 >999 240 MT20 169/123 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.2515-16 >999 180 MT18H 169/123 TCDL 8.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.11 11 Na n1a BCLL 0.0 Rrni a n Code IRC2003/TPI2002 (Matrix) Weight:148 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E -Except- 35 2 X 4 SPF-S Stud/Std WEBS 2 X 4 SPF-S Stud/Std -O cept- W4 2 X 4 SPF 165OF 1.5E, W7 2 X 4 SPF 165OF 1.5E W9 2 X 4 SPF 165OF 1.5E REACTIONS (Iblsize) 11=111310-5-8,17=2374/0-5-8 Max Horz 17=320(LC 6) Max Upliftl 1=-70(LC 8), 17=-230(LC 7) Max Grav 11 =1 566(LC 3),17=2986(LC 2) BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 3-10-9 oc bracing. WEBS 1 Row atmidpt 6-16 FORCES (lb) - NkWmum Compression/MaAmum Tension TOP CHORD 1-2=0/175, 2-3=-22211359, 3-4=-27512714, 4-5=-265/2860, "=-194/2869, 6-7=-1327/46, 7-8=-1322168, 8-9=-2004/116, 9-10=-2031/114, 10-11=-2367/128 BOT CHORD 2-18=9751290, 17-18=-234/288, 16-17=-30081222, 5-16=-541/121, 15-16=-301/820, 14-15=011770, 13-14=-16/6, 8-14=-31/186, 12-13=-100/44, 11-12--Wl850 WEBS 3-18=189/1073, 6-16=-3577/216, 6-15=-31/464, 7-15=-61/903, 8-15=-811/186, 12-14=0/1673, 9-14=-29/116, 9-12=-384/23, 10-12=-335/93, 16-18=-1324/343, 3-16=-1515/140 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) All plates are W20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is d osen for quality assurance inspection. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 11 and 230 lb uplift at joint 17. 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 Job Truss Truss Type Qty Ply VRSKNPRESOLD/12 2/CGf(ID) Q812795 D9 ROOF TRUSS 2 1 Job Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 S May 29 2007 MTek Mustnes, Inc. Mon Dec 03 09,33:56 2W7 Page 1 6-3-3 12-1-8 17-10-0 23-0-4 28-2-8 31-8-13 35-8-0 37-8-0 6-3-3 5-10-5 5-8-8 5-2-4 5-2-4 3-6-5 3-11-3 2-0-0 Scale =1:63.4 sxs = 3x10 = 2M a 3M 1131-8-13 44 6-3-3 , 12-1-8 , 19-3-15 28-2-8 28*4 , 35-8-0 , 6-3-3 5-10-5 7-2-7 8-10-8 0-2-12 3-3-9 3-11-3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snowy-35.0) Plates Increase 1.15 TC 0.92 Vert(LL) -0.1915-16 >999 240 W20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -0.33 15-16 >999 160 BCLL 0.0 Rep Stress Incr YES WB 0.95 Horz(TL) 0.21 13 n/a r1a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight:162 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 3-10-5 oc bracing. WEBS 2 X 4 SPF-S Stud/Std *Except* WEBS 1 Raw at midpt 6-14 W3 2 X 4 SPF 165OF 1.5E, W4 2 X 4 SPF 165OF 1.5E W7 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 1=1294/Mechanical,13=2517/0-5-8 Max Horz 1=-322(LC 5) Max Upliftl=-90(LC 7), 13=-232(LC 8) Max Grav 1 =1 835(LC 2), 13=3037(LC 3) FORCES (lb) - NWdmum Cornpression/Nla)dmum Tension TOP CHORD 1-2=-2804/143, 2-3=-2948/163, 3-4=-27281190, 4-5=-1610/90, 5-6=-1713/117, 6-7=-435/2858, 7-8=-50812900, 8-9=-524/2677, 9-10=-223/1208, 10-11=01175 BOT CHORD 1-18=-168/2142, 17-18=-2/24, 16-17=0/89, 4-16=-151397, 15-16=-168/2433, 14-15=-257/1077, 13-14=-30221242, 7-14=6701143, 12-13=-61/0, 10-12=-890/283 WEBS 2-18=-9251138, 16-18=-186/2380, 2-16=-37/178, 4-15=-12261209, 5-15=-18/1294, 6-15=-321565, 6-14=-3660/207, 9-12=-1451634, 12-14=-1009/350, 9-14=-14131314 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; Pt--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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint 1 and 232 lb uplift at jdnt 13. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKAIPRES0LD/12-2JCGl(ID) Q812795 HF-01 GABLE 1 1 Job Reference Donal STOCK CO WUNENT34F, Idaho Falls, ID 03403, CLAY G. 7.000 s May 29 2007 Wek Industries, trio. Mon Dec 03 0933:57 2007 Page 1 9-10-0 17-4-0 , 27-5-0 9-10-0 7-6-0 10-1-0 4x4 = scalo-1:5e.4 30 // 31 30 29 28 27 28 25 24 23 22 21 20 19 18 17 3x4 = 27-5-0 27-5-0 2x4 11 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) Well Ud PLATES GRIP (Roof Sraoy=35.0) plates Increase 1.15 TC 0.27 Vert(LL) n/a - n/a 999 MT20 169/123 TCDL &0 Lumber Increase 1.15 BC 0.08 Vert(TL) Na - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.00 17 n/a Na Rr:nl R n Code IRC20031TPI2002 (Matrix) Weight: 142 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, ex mpt end BOT CHORD 2 X 4 SPF 1650F 1.5E verticals. WEBS 2 X 4 SPF-S Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF-S Stud/Std `Except* WEBS 1 Raw at midpt 6-27, 5-28, 7-26 STS 2 X 4 SPF 165OF 1.5E, ST4 2 X 4 SPF 165OF 1.5E ST4 2 X 4 SPF 1650F 1.5E REACTIONS (Ib1size) 1=66/27-5-0,17=68/27-5-0, 27=18&27-5-0, 28=207/27-5-0, 29=201/27-5-0, 30=207/27-5-0, 31=200127-5-0, 26=207/27-5-0, 24=201/27-5-0, 23=206127-5-0, 22=214/27-5-0, 21=201/27-5-0, 20=203/27-5-0, 19=210/27-5-0, 18=176/27-5-0 Max Horz 1=2W(LC 6) Max Upliftl=-237(LC 5),17=-W(LC 6), 27=-38(LC 6), 28=-87(LC 6), 29=-108(LC 7), 30=-103(LC 7), 31=-102(LC 7), 26=-75(LC 8), 24=-115(LC 8), 23=-90(LC 8), 22=-20(LC 6), 21=-W(LC 6), 20=-28(LC 6), 19=-36(LC 6),18=-98(LC 8) M3xcGrav1=318(LC 6), 17=90(LC 3), 27=423(LC 8), 28=314(LC 2), 29=291(LC 2), 30=301(LC 2), 31=292(LC 2), 26=314(LC 3), 24=291(LC 3), 23=299(LC 3), 22=308(LC 3), 21=293(LC 3), 20=296(LC 3), 19=305(LC 3), 18=266(LC 3) FORCES (lb) - Maximum Compression/NkWmum Tension TOP CHORD 1-2=-416/329, 2-3=-338/322, 3-4=-2471309, 4-5=-161/307, 5-6=-121/308, 6-7=-121/292, 7-8=-108/204, 8-9=-113191, 9-10=-44/91, 10-11=-34/13, 11-12=-34113, 12-13=-34/13, 13-14=-34/13, 14-15=-34/13, 15-16=-34/13, 16-17=-77/27 BOT CHORD 1-31=-13/34, 30-31=-13/34, 29-30=-13134, 28-29=-13/34, 27-28=-13134, 26-27=-13/34, 25-26=-13/34, 24-25=-13134, 23-24=-13134, 22-23=-13134, 21-22=-13/34, 20-21=-13/34, 19-20=-13/34, 18-19=-13/34, 17-18=-13/34 WEBS 6-27=-404157, 5-28=-2821107, 4-29=-2581127, 3-30=-2721125, 2-31=-247/111, 7-26=-282195, 8-24=259/134, 9-23=-267/109, 11-22=-276/39, 12-21=-261/52, 13-20=-265/48, 14-19=-272152, 15-18=-240/74 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 line load nonooncurrent with any other live loads. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 9) Gable requires continuous bottom chord bearing. 10) Gable studs spaced at 2-0-0 oc. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 237 lb uplift at joint 1, 35 (b uplift at joint 17, 38 lb uplift at joint 27, 87 lb uplift at joint 28,108 lb uplift at joint 29,103 lb uplift at joint 30,102 lb uplift at joint 31, 75 lb uplift at joint 26,115 lb uplift at joint 24, 90 lb uplift at joint 23, 20 lb uplift at joint 22, 33 lb uplift at joint 21, 28 lb uplift at joint 20, 36 lb uplift at joint 19 and 98 lb uplift at joint % 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. Continued on page 2 Job Truss Truss Type Qty Ply VRSKA/ARESQLDl12-2lCG+(ID) 0812795 HF D1 GABLE 1 1 .lob Reference anal STOCK COMPUNEN i S-It'. raano Falls, ill:5arr3, CLarr U. LOAD CASE(S) Standard t.wv s may zu zwf PaTex mausmes, mc. mon uecw w:j:sr zwt Page z Job Truss Truss Type City Ply VRSKAIPRESOLD/12-2/CG1(ID) 0812795 HF-1315 GABLE 1 1 Job Reference anal STOCK COMPONENTS -IF, Idaho Fails, ID 83403, CLAY G. 7.000 s May 29 2W7 MTek Industries, he. Mon Dec 03 09:33:57 2007 Page 1 9-11-0 19-10-0 9-11-0 9-11-0 04 = 3x4 // 20 19 1s 17 16 15 14 13 12 3x4 \\ 19-10-0 scale a 1:58.0 LOADING (pso SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.07 Vert(LL) n/a - rVa 999 MT20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.04 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Strom Incr YES WB 0.32 Horz(TL) 0.01 11 n/a n/a RMI so Code IRC20031TP12002 (Matri)) Weight 115lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E OTHERS 2 X 4 SPF-S Stud/Std "Except" ST5 2 X 4 SPF 165OF 1.5E, ST4 2 X 4 SPF 1650F 1.5E ST4 2 X 4 SPF 1654F 1.5E BRACING TOP CHORD Stnactural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-16, 5-17, 7-15 REACTIONS (lb/size) 1=99/19-10-0, 11=99/19-10-0, 16=132/19-10-0,17=204/19-10-0, 18=202/19-10-0, 19=205/19-10-0, 20=205/19-10-0, 15=204/19-10-0, 14=202119-10-0, 13=205/19-10-0, 12=205/19-10-0 Max Horz 1=.305(LC 5) Max Uplift1=-105(LC 5),11=-59(LC 6),17=-93(LC 7), 18=-106(LC 7), 19=-103(LC 7), 20=-104(LC 7),15=-90(LC 8),14=-107(LC 8), 13=-103(LC 8), 12=-104(LC 8) Max Grav1=268(LC 6),11=222(LC 5), 16=200(LC 8),17=311(LC 2),18=292(LC 2),19=300(LC 2), 20=299(LC 2),15=311(LC 3),14=292(LC 3),13=300(LC 3), 12=299(LC 3) FORCES (lb) - Maximum CompressioMMaArnum Tension TOP CHORD 1-2=-351/161, 2-3=-272/152, 3-4=-1811140, 4-5=-141/134, 5-0=-152/157, 6-7=-1521141, 7-8=-141178, 8-9=-146/81, 9-10=-212/92, 10-11 =-294/1 01 BOT CHORD 1-20=-63/210, 19-20=-031210, 18-19=-63/210, 17-18=-63/210, 16-17=-63/210, 15-16=-63J210,14-15=-03/210, 13-14=-63/210, 12-13=-63/210, 11-12=-63/210 WEBS 6-16=-180/0, 5-17=-279/112, 4-18=-259/125, 3-19=-271/125, 2-20=-252/113, 7-15=-279/110, 8-14=-259/126, 9-13=-271/124, 10-12=-252/113 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f1; TCDL=4.8psf, BCDL=4.8pst,, 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 e)Vosed to wind (normal to the face), see MTek "Standard Gable End Detail" 3) TCLL• ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 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 105 lb uplift at joint 1, 59 lb uplift at joint 11, 93 lb uplift at joint 17, 106 lb uplift at jdnt 18, 103 lb uplift at joint 19, 104 lb uplift at joint 20, 90 lb uplift at joint 15,107 lb uplift at joint 14,103 lb uplift at joint 13 and 104 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 Oty Ply VRSKA/PRESOLD/12 2/CGI(ID) 0812796 J1 ROOF TRUSS 8 1 Job Reference areal 4 STOCK COMPONIENfr&[F, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Welk Industries. Inc. Mon Dec 03 09:33:58 2W7 Page 1 -2-0-0 1-10-15 2-0-0 1-10-15 3 Scale - 1:11.2 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snaw=35.0) Plates Increase 1.15 TC 0.65 Vert(LL) -0.00 2 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Ma n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 8lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E SOT CHORD 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 2=380/0-3-8, 4=15/Mechanical, 3=-25/Mechanical Max Horz 2=99(LC 7) Max Uplift2=-138(LC 7), 3=-174(LC 9) Max Grav2=578(LC 2), 4=34(LC 4), 3=35(LC 7) FORCES (Ib) - Maximum CompressionfMaximum Tension TOP CHORD 1-2=0/176, 2-3=-163/19 SOT CHORD 2-4=0/0 BRACING TOP CHORD Stnx;tural wood sheathing directly applied or 1-10-15 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; EV 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); EV C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof he 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 138 lb uplift at joint 2 and 174 lb uplift at joint 3. 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 VRSKAOPRESOLD/12-2/CG/(ID) 0812795 J1 B ROOF TRUSS 2 1 Job Reference anal STOCK COMPONSW&IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 M07 Mrrek Industries, Inc. Mat Dec 03 W.W-58 2W7 Page 1 -2-0-0 , 2-0-7�� 2-0-0 2-0-7 4 2-0-7 2-0-7 Scab a 1:13.4 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 (Roof Snovr-35.0) Plates Increase 1.15 TC 0.43 Vert(LL) -0.07 2 >660 240 W20 169/123 TCDL 8.0 Lumber increase 1.15 BC 0.03 Vert(TL) -0.09 2 >469 160 BCLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) 0.06 6 n/a n1a RMI s n Code IRC2003/TPI2002 (Matrix) Weight: 9lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=187/Mechanical, 6=18/Mechanical, 3=189/Mechanical Max Horz 1=73(LC 7) Max Upiift3=-54(LC 7) Max Grav 1=271(LC 2). 6=41(LC 4), 3=283(LC 2) FORCES (lb) - Maximum CompressionNaAmum Tension TOP CHORD 1-2=-131/3, 2-3=-41/132, 3-4=-1&0 BOT CHORD 2-0=0/0, 5-0=0/0 WEBS 3-6=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 2-0-7 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 line load nonconcurrent with any other live loads. 5) This Irm requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 3. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type ay Ply VRSKAIPRESOLD/12 2/CGf(ID) 0812795 J2 ROOF TRUSS 8 1 Job Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s may zu Zo07 MTeK awustnes, nc. mon uec us uy wou zuuf wage 1 -2-0-0 1 3-10-15 2-0-0 3-10-15 Scale-1:16.3 3-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow--35.0) Plates Increase 1.15 TC 0.72 Vert(LL) -0.01 2-4 >999 240 W20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.11 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a rVa BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 13lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-10-15 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=92/Mechanical, 2=433/0-3-8, 4=30/Mechanical Max Horz2=134(LC 7) Maus Uplift3=-81(LC 9), 2=-108(LC 7) Maus Grav3=142(LC 2), 2=653(LC 2), 4=67(LC 4) FORCES (lb) - Maximum Compression/Ma)dmum Tension TOP CHORD 1-2=0/179, 2-3=-189/55 BOT CHORD 2-4=0/0 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category II; EV 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); EV 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 81 lb uplift at joint 3 and 108 lb uplift at joint 2. 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 VRSKAIPRESOLD/12 2/CCf(ID) Q812795 J213i ROOF TRUSS 2 1 Job Reference(optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2W7 MiTek Iridustries, Inc. Mon Dec 00 09,33:58 = Page 1 -2-0-0 2-0-15 4-0-7 2-0-0 2-0-15 1-11-8 Scab =1:18.5 4-0-7 4-0-7 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.18 2 >402 240 W20 169/123 TCDL 8.0 Lumber Increase 1.15 BC 0.26 Vert(TL) -0.25 2 >282 180 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.16 5 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 15lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 1=307/Mechanical, 4=28/Mechanical, 5=260/Mechanical Max Horz1=111(LC 7) Max Uplift4=-14(LC 7), 5=-46(LC 7) Max Gravl=445(LC 2), 4=45(LC 2), 5=373(LC 2) FORCES (Ib) - Ma)dmum Compression/Mwdmum Tension TOP CHORD 1-2=-224/0, 2-3=-455120, 3-4=-112/11 BOT CHORD 2-6=-94/488, "=010 WEBS 3-6=-610/118 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf-, Category II; E)p C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL• ASCE 7-98; PF35.0 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 lb uplift at joint 4 and 46 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 ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply VRSKA/PRESOLD/12 2lCGf(ID) 0812795 J3 ROOF TRUSS 7 1 Job Reference anal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 Welt Industries, Inc. Mon Dec 03 09:33:58 2W7 Page 1 -2-0-0 5-10-15 2-0-0 5-10-15 Scab z 1:21.3 5-10-15 5-10-15 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35•0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.72 Vert(LL) -0.06 2-4 >999 240 W20 197/144 TCDL 8.0 Lumber increase 1.15 BC 0.25 Vert(TL) -0.13 2-4 >525 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 Ma n/a arni a n Code IRC2003/TP12002 (Wtdz) Weight:18 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 3=200/Mechanical, 2=514/0-3-8, 4=46/Mevhanical Max Horz 2=172(LC 7) Max Uplift3=-69(LC 7), 2=-92(LC 7) Max Grav3=308(LC 2), 2=768(LC 2), 4=103(LC 4) FORCES (lb) - Maximum Compression/MaAmum Tension TOP CHORD 1-2=0/179, 2-3=-243/134 BOT CHORD 2-4=010 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 oc purtins. BOT CHORD Rigid veiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25tt; TCDL=4.8psf; BCDL=4.8psf, Category 11; E)p 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 nonooncurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 lb uplift at joint 3 and 92 lb uplift at joint 2. 9) This truss is designed in aocordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard A Job Truss Truss Type Qty Pty VRSKAIPRESOLD/12-21CGJ(tD) Q812795 J3A ROOF TRUSS 1 1 Job Refemnoe 9 STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. 2X4 = 5-10-15 5-10-15 5-10-15 5-10-15 i.wu s r my zu Luu m i tm mauumm. mG. mm Lmx w u oa—.00 ami ruatr i Stale=1:19.3 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 35.0 (Roof Snow----35.0) Plates Increase 1.16 TC 0.72 Vert(LL) -0.06 1-3 >999 240 Mr20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.13 1-3 >525 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 rVa Na BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 15lb LUMBER TOP CHORD 2 X 4 SPF 210OF 1.8E BOT CHORD 2 X 4 SPF 165OF 1.5E REACTIONS (Ib(size) 1=284/0-3-8, 2=238/Mechanical, 3=4661Iechanical Max Horz 1=111(LC 7) Max Uplift2=-92(LC 7) Max Grav1=413(LC 2), 2=367(LC 2), 3=103(LC 4) FORCES (lb) - Maximum CompressioNMaudmum Tension TOP CHORD 1-2=-167/167 BOT CHORD 1-3=0/0 BRACING TOP CHORD Structural wood sheathing directly applied or 5-10-15 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; EV 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 92 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 Job TnrA Truss Type Qty Ply VRSKNPRES0LD/12 2/CG1(ID) 0812795 J3131 ROOF TRUSS 1 1 Job Reference oral 5TWK Cutup J e T5-W, Idano Falls, ID 53403, CLAY G. 7.000 s May 29 2007 MTek Mdustlles, W. Mon Dee 03 OW33:59 2007 Page 1 -2-0-0 , 6-0-7 , 2-0-0 &0-7 6-0-7 sea10 -10.7 LOADING (psf) TCLL 35.0 (Roof Snaw=35.0) TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003/TPI2002 CSI TC 0.60 BC 0.20 WB 0.00 (Matrix) DEFL in Vert(LL) -0.05 Vert(TL) -0.12 Horz(TL) -0.00 (loc) I/deft Ud 2-4 >999 240 2-4 >585 180 3 n/a n/a PLATES GRIP W20 197/144 Weight: 19lb LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. BOT CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=199/Mechanical, 2=526/0-5-8, 4=46/Mechanical Max Horz 2=174(LC 7) Max Uplift3=72(LC 7), 2=-92(LC 7) Max Grav3=307(LC 2), 2=786(LC 2), 4=103(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/173, 2-3=-252/135 BOT CHORD 2-4=-26/26 NOTES 1) Wind: ASCE 7-98; 90mph; h=25f ; 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 snov4; 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joints) 2 considers parallel to grain value using ANSVTPI 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 72 lb uplift at joint 3 and 92 ib 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 ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKA/PRESOLD/12 2/CGI(ID) Q812795 34 ROOF TRUSS 1 1 Job Reference 'anal STOCK COMPONENTS -IF, Idaho Falls, ID 83403, CLAY G. -2-" 1 6-0-7 2-0-0 6-0-7 7.000 s May 29 2007 MiTek Industries, Inc. Mon Dec 03 09:33:59 2007 Page 1 Scab:112-=1' 8x10 MT18HG 4 4-2-12 1 6-0-7 4-2-12 1-9-11 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.72 Vert(LL) 0.00 5.6 >999 240 W20 169/123 (Roof Snow=35.0) Lumber Increase 1.15 BC 0.18 Vert(TL) 0.00 5-6 >999 180 M17181-11 169/123 TCDL 8.0 Rep Stress Incr YES WB 0.65 Horz(TL) -0.07 4 n/a n/a BCLL 0.0 Rr.nr_ a o Code IRC2003/TPl2002 (Matrix) Weight: 25lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF-S Stud/Std REACTIONS (Ib/size) 4=-910/Mechanical, 5=-26/Mechanical, 6=1730/0-5-8 Max Horz 6=179(LC 7) Max Uplift4=-1369(LC 2), 5=-39(LC 2), 6=-282(LC 7) Max Grav4=143(LC 7), 5=4(LC 7), 6=2581(LC 2) FORCES (lb) - MWmum Compression/Maximum Tension TOP CHORD 1-2=0/175, 2-3=-213/1204, 3-4=-14211056 BOT CHORD 2-6=-878/281, 5-6=0/0 WEBS 4-6=-21661250, 3-6=-478/88 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-7 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt 4-6 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98, Pf--35.0 psf (flat roof snow); Exp Q 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) All plates are MT20 plates unless otherwise indicated. 7) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1369 lb uplift at joint 4, 39 lb uplift at joint 5 and 282 lb uplift at joint 6. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11) Uplift for first LC exceeds limits 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply VRSKAIPRESOLD/12 2/CGJ(ID) 0812795 M1 MONO TRUSS 13 1 .lob Reference STOCK COMPONENTS- F, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 NTek Industries, Inc. Mon Dec 03 09.33:59 2007 Page 1 -2-0-0 4-0-11 8-0-0 2-0-0 4-0-11 8-0-0 8-0-0 3-11-5 1.Sx4 II Scab -129.6 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35•0 Plates increase 1.15 TC 0.77 Vert(LL) -0.19 2-5 >484 240 MT20 169/123 (Roof Snow=-35.0) Lumber Increase 1.15 BC 0.46 Vert(TL) -0.42 2-5 >220 180 TCDL 8.0 Rep Stress [nor YES WB 0.27 Horz(TL) 0.00 5 n/a nla BCLL 0.0 BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 32lb 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-S Stud/Std BOT CHORD REACTIONS (lb/size) 2=618/0-5-8, 5=359/Mechanical Max Horz 2=214(LC 7) Max Uplift2=-85(LC 7), 5=-72(LC 7) Max Grav2=920(LC 2), 5=520(LC 2) FORCES (lb) - NkWmum CompressioNMa)dmum Tension TOP CHORD 1-2=0/181, 2-3=-606/19, 3-4=-166/95, 4-5=-223/57 BOT CHORD 2-5=-77/348 WEBS 3-5=-421/93 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. 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) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2 and 72 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. LOAD CASE(S) Standard Job Truss Truss Type Oty► Ply VRSKA/PRESOLD/12-2/CG/(ID) 0812795 M2 MONO TRUSS 1 1 .lob Reference(optional) STOCK COMPONENTS -IF. Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2W7 Wek Industries, Inc. Mon Dec 03 09:34:00 2W7 Page 1 -2-0-0 4-0-11 8-M 2-0-0 4-0-11 I 8-0-0 8-0-0 3-11-5 1.50 11 Scale ■ 1:29.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plates Increase 1.16 TC 0.77 Vert(LL) -0.19 2-5 >484 240 MT20 169/123 (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 0.27 Haz(fL) 0.00 5 r1/a n/a BCLL 0.0 Rrni A n Code IRC2003ITP12002 (Matrix) Weight: 32lb 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-S Stud/Std BOT CHORD REACTIONS (lb/size) 2=618/0-5-8, 5=359/Mechanical Max Horz 2=214(LC 7) Max Uplift2=-85(LC 7), 5=-72(LC 7) Max Grav2=920(LC 2), 5=520(LC 2) FORCES (lb) - Maximum CompressionlMllaximum Tension TOP CHORD 1-2=0/181, 2-3=-606/19, 3-4=-166/95, 4-5=-223/57 BOT CHORD 2-5=-771348 WEBS 3-5=-421/93 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6.0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exgx 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 nonooncurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2 and 72 lb uplift at joint S. 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 VRSKA/PRESOLD/12-2/CGJ(ID) 0812795 No MONO TRUSS 1 1 Job Reference Donal STOCK COMPONENTS -IF, Idaho Falls, ID SM. CLAY G. 7.000 s May 29 2007 MiTek Industries, Inc. Non Dec 03 09:34:00 2W7 Page 1 -2-0-0 4-0-11 , 8-0-0 2-0-0 4-0-11 I 84)-0 8-0-0 3-11-5 Scale - 1:29.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 36.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.19 2-5 >484 240 MT20 169/123 (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 0.27 Horz(TL) 0.00 5 n/a rda BCLL 0.0 Arne R n Code IRC2003rrP12002 (Matrix) Weight: 32lb 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-S Stud/Std BOT CHORD REACTIONS (lb/size) 2=61810-5.8, 5=359/Mechanical Max Horz 2=214(LC 7) Max Uplift2=--85(LC 7), 5=-72(LC 7) Max Grav2=920(LC 2), 5=520(LC 2) FORCES (lb) - Maximum Compression/M Wmum Tension TOP CHORD 1-2=0/181, 2-3=-606/19, 3-4=-166/95, 4-5=-223157 BOT CHORD 2-5=-77/348 WEBS 3-5=-421/93 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. 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 {I; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL ASCE 7-98; Pf--35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times fiat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2 and 72 lb uplift at joint 5. 9) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE($) Standard Job Truss Truss Type oty Ply VRSKA"RESOLD/12-2/CGl(ID) 0812795 M4 ROOF TRUSS 8 1 Job Reference STOCK COMPONENTS IF, Idaho Falls, ID 83403, CLAY G. 7.vuu s May zu wur = I erc nausures, me. Wmn Dw ups 09:34:00 Auer raga i -2-0-0 4-0-11 8-M 2-0-0 4-0-11 3-11-5 1.5x4 II 8-0-0 1 8-0-0 Scab -1:29.5 LOADING (psf) TCLL 35.0 (Roof Snow---35.0) TCDL 8.0 BCLL 0.0 BCDL 8.0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code IRC2003rrPI2002 CSI TC 0.77 BC 0.46 WB 0.30 (Matrix) DEFL in (loc) I/deft Ud Vert(LL) -0.20 2-5 >459 240 Vert(TL) -0.44 2-5 >208 180 Horz(TL) 0.01 5 rVa n/a PLATES GRIP MT20 169/123 Weight: 30lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 SPF-S Stud/Std REACTIONS (lb/size) 2=61810-5.8, 5=359/Mechanical Max Horz 2=213(LC 7) Max Uplift2=-84(LC 7), 5=-74(LC 7) Max Grav2=920(LC 2), 5=520(LC 2) FORCES (Ib) - Maximum CompressioNMaximum Tension TOP CHORD 1-2=0/173, 2-3=-954/83, 3-4=-168/101 BOT CHORD 2-5=-162/673 WEBS 3-5=-624/145, 4-5=-235/59 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) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 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 84 lb uplift at joint 2 and 74 lb uplift at joint S. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Tnass Truss Type Oty Ply 0812796 w MONO TRUSS 6 1 IVRSKAIPRESOLD/12-21CCi(ID) .lob Reference(optional) STOCK COMPONEMS-IF, Idaho Falls, ID 83403, CLAY G. 7.000 s May 29 2007 MITek Industries. hr- Mon Dec 03 09:3, 00 2007 Page 1 -2-M , 4-0-11 , 8-0-0 2-0-0 4-0-11 3-11-5 1.5x4 II 8-0-0 1 8-0-0 Scab ■ 1:29.5 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.19 2-5 >484 240 W20 169/123 (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 0.27 Horz(TL) 0.00 5 n/a n/a BCLL 0.0 Code IRC2003/TPI2002 (Matrix) Weight 32 lb BCDL 8.0 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-S Stud/Std BOT CHORD REACTIONS (Iblsize) 2�-618/0-5-8, 5=359/Mechanical Maus Horz2=214(LC 7) Max Uplift2=--85(LC 7), 5=-72(LC 7) Max Grav2=920(LC 2), 5=520(LC 2) FORCES (lb) - W)dmum Compression&bAmum Tension TOP CHORD 1-2=0/181, 2-3=-606119, 3-4=-166/95, 4-5=-223157 BOT CHORD 2-5=-77/348 WEBS 3-5=-421/93 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. 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; Pt--35.0 psf (flat roof snow); Exp C; Fully E)p. 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 nonconc:urrent with any other live loads. 6) This truss requires plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection. 7) Refer to girder(s) for tales to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 2 and 72 Ib uplift at joint 5. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard