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HomeMy WebLinkAboutTRUSSES - 05-00421 - 78 Star View Dr - New SFRSTOCK TRUSS IDAHO FALLS, ID Phone: 528-2309 Fax: 528-2320 Project: Block No: Model: Lot No: To: \/ RANDY HILL kevin & marcle smith Deliver To: _Quotation *4"�ob Numbcr: Page: 1 I Date: 10-26-2005 - 4:04:19 PM Project to: g5609 Account No: Designer: mum Salesperson: Quote Number: J 20H 10 C/) r* Iv 5-0-0 I IA1G 14-0-0 ROOF TRUSS 6.00 2-0-0 2-0-0 63 tbs. each 0.00_ 0-3-0 O I2 BI 35-0-0 ROOF TRUSS 6.00 2-0-0 2-0-0 /^ V 1 166 tbs. each 4 Ross Lai Brace 0.00 ��'f-�jI _ - . _ 10 3 0 - �" C) jLti 1 BIG 35-0-0 ROOFTRUSS 6.00 2.04 2-0.0 O 245 tbs. each _ 3 Rows Lai Brace . 0.00 1� 0 3 0 - Tj�_ I B2 35-0-0 ROOF TRUSS 6.00 0-0.0 2-0-0 j 164 tbs. each 4 Rows Lai Brace 0.00 _ 0 _ (1) 2-Ply 10-3-0� = t 2 B3 35-0-0 1 ROOFTRUSS 6.00 0-0-0 2-0-0 :A - - - 216 tbs. each 2X4/2X6 2 Rows Lai Brace 0.00 3-2-0 1 2 C1 6-8-0 ROOF TRUSS 6.00 2-0-0 2-0-0 33 tbs. each 0.00 - 0 --'rnr11 N 1 C1G 6-8-0 ROOFTRUSS 6.00 2-0-0 2-0-0 - 30 tbs. each _ 0.00 __5 -. 5 1 1 'DIG 14-2-0 ROOF TRUSS 6.00 2-0.0 2.0-0 - -- -- - - 57 tbs. each 0.00 (I) 2-Ply 9-4-0 2 FIG 31-4-0 ROOF TRUSS 6.00 2-0-0 0.0-0 -- - - = - - - - 185 tbs. each -- 2X4/2X6 - _ 0.00 _ 10 0-0 _ 11 GI 33-9-0 ROOF TRUSS 6.00 2-0-0 0.0.0 _ - 161 tbs. each 4 Rows Lai Brace _ .0.00 0_0 0 r 1 GIG 33-9-0 ROOF TRUSS 6.00 2-0-0 10-0-0 -. - 187 tbs. each - - - 3 Rows Lai Brace - - 0.00 10 0 0 1 G2 33-9-0 ROOF TRUSS 6.00 2-0-0 0-0-0 „`--. - - .. .. 139 tbs. each 2 Rows Let Brace _ 4.00 10 0 0 :- 3 G3 33-9-0 ROOF TRUSS 6.00 0-0.0 0.0-0 -- 4- 136 tbs. each 2 Rows Lai Brace - 400 - 10 0 0 -. 6 G4 34-0-0 ROOFTRUSS 6.00 0-0-0 2-0-0 • 140 lbs. each 2 Raws Let Brace 4,00 10-0-0 7 G5 34-0-0 ROOF TRUSS 6.00 0.0.0 0.0-0 - - -. 178 lbs. each 4 Rows Lat Brace 4.00 _ 10.0-0 6 G6 34-0-0 ROOF TRUSS 6.00 0-0.0 0.0-0 _ - 157 lbs. each 3 Rows Lai Brace 0.00 10-0-0 ' 1 G7 34-0-0 ROOF TRUSS 6.00 0-0-0 0-0-0 - _ - - - 157 tbs. each 3 Rmvs Lai Brace 0.00 .10 - - - - _- 0 0 3 G8 34-0-0 ROOFTRUSS 6.00 2.0-0 0-0-0 - - .- - - 160 lbs. each _ 3 Rows Let Brace 0.00 .10 0-0- :, - 1 G9G 34-0-0 ROOFTRUSS 6.00 2-0-0 �0-0-0 I88 tbs, each 3 Raws Lai Brace _ 0.00 .LLB 2 I Hi 44-0-8 ROOFTRUSS 6.00 0.0.0 0-0-0 L--, I I A the -A A R-- 1 .r n.... n nn RECEIVE® OCT 3-1 2005 CITY OF REXRI 1Pf STUCK TRUSS IDAHO FALLS, ID Phone: 528-2309 Fax: 528-2320 Project: Block No: Model: _ Lot No: Contact: Site: _ Office: Name: Phone: Fax: Tentative Delivery Date: To: RANDY HILL kevin & marcie smith Deliver To: Quotation _ ob Number: Page: 2 Date: 10-26-2005 - 4:04:20 PM Project ID: g5609 Account No: Designer: mtm Salesperson: Quote Number: Profile: Qty: Truss Id: Span: Truss Type: Slope: LOH ROH I12-6-2 1 1 t 1 HIG 44-0-8 ROOF TRUSS 6.00 2-0-0 2-0-0 275 lbs. each 9 RLat B0.00 o►vs race -- - ---- - -(1) 2-Ply — -, — 112-6-2- ' I 2 H2 144-0-8 ROOF TRUSS 6.00 0-0-0 0-0-0 336 lbs. each 2X4/2X8 2 Rows Lat Brace 0.00 Selling Price: $8,165.00 BID GOOD FOR 30 DAYS Em! !Prm HANGER LIST: 45 - HUS26 Job Truss Tess Type Qty Ply P"'cC./RNDYHILUSMITHf10-26(ID)H 05609 Al G F TRUSS 1 1 Job Reference (optional) 5 I ULA UUMI'UNtN I S-IF, 108nO Faus, Iu 834us, Jt:KUu 6.200 s Feb 11 2005 MITek Industries, Inc. wed Oct 26 15:31:42 2005 Page 1 -2-0-0 i 7-0-0 i 14-0-0 , 16-0-0 , 2-0-0 7-0-0 7-0-0 4A = 20 11 2c4 11 14-0-0 14-0-0 2-0-0 Scale =129.4 0 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--35.0) Plates Increase 1.15 TC 0.95 Vert(LL) -0.1410-11 n/r 120 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.1610-11 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) -0.00 12 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 63 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. OTHERS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 20=317/14-0-0, 12=317/14-0-0, 16=272/14-0-0, 17=206/14-0-0, 18=216/14-0-0,19=15/14-0-0, 15=206/14-0-0,14=216/14-0-0, 13=15/14-0-0 Max Horz 20=73(load case 7) Max Uplift20=-106(load case 5), 12=-108(load case 8), 17=-32(load case 7), case 8),13=-204(load case 9) Max Grav20=596(load case 2), 12=596(load case 3), 16=272(load case 1), case 3), 14=320(load case 3), 1 3= 11 3(load case 2) 18=-36(load case 7), 19=-204(load case 9), 15=-32(load case 8),14=-36(load 17=309(load case 2), 18=320(load case 2). 19=113(load case 3),15=309(load FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-20=-580/138,1-2=0/154, 2-3=-71/79, 3-4=-6/175, 4-5=0/169, 5-6=0/166, 6-7=0/166, 7-8=0/169, 8-9=-3/175, 9-10=-71/79, 10-11 =0/1 54,10-12=-580/146 BOT CHORD 19-20=-145/69,18-19=-145/69, 17-18=-145/69, 16-17=-145/69, 15-16=-145/69, 14-15=-145/69, 13-14=-145/69, 12-13=-145/69 WEBS 6-16=-240/0, 5-17=-277/50, 4-18=-286/59, 3-19=-53/281, 7-15=-277/50, 8-14=-286/60, 9-13=-52/281 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 20,108 lb uplift at joint 12, 32 lb uplift at joint 17, 36 lb uplift at joint 18, 204 lb uplift at joint 19, 32 lb uplift at joint 15, 36 lb uplift at joint 14 and 204 lb uplift at joint 13. 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 Tniss Type Qty Ply 1'$*—';./RNDYHILL/SMITH/10-26(ID)H Q5609 131 F TRUSS 2 1 'qilliiiiiiV Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MTek Industries, Inc. Wed Oct 2615:31:43 2005 Page 1 , -2-0-0 , 6-0-5 , 11-9-3 17-6-0 , 23-2-13 , 28-11-11 , 35-0-0 , 37-0-0, 2-0-0 6-0-5 5-8-13 5-8-13 5-8-13 5-8-13 5x6 = 6-0-5 2-0-0 Scale=1:63.2 I IF 16 15 14 13 12 5x6 = 30 = 5x8 = 3x4 = 5x6 = 8-10-12 17-6-0 26-1-4 35-0-0 8-10-12 8-7-4 8-7-4 8-10-12 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 0.71 Vert(LL) -0.1613-14 >999 240 MT20 197/144 TCDL 8.0 Lumber increase 1.15 BC 0.57 Vert(TL) -0.3314-15 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.12 12 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 167 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 1650F 1.5E WEBS REACTIONS (lb/size) 16=1960/0-5-8, 12=1960/0-5-8 Max Horz 16=129(load case 7) Max Upliftl6=-190(load case 7), 12=-190(load case 8) Max Grav16=2375(load case 2), 12=2375(load case 3) Structural wood sheathing directly applied or 3-10-12 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-14, 7-14, 4-16, 8-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-424/107, 3-4=-240/144, 4-5=-2560/184, 5-6=-1853/183, 6-7=-1853/183, 7-8=-2560/185, 8-9=-240/144, 9-10=-424/107, 10-11=0/154, 2-16=-809/149, 10-12=-809/149 BOT CHORD 15-16=-173/2288,14-15=-104/2006,13-14=-31/2006, 12-13=-49/2288 WEBS 4-15=-254/155, 5-15=-9/359, 5-14=-991/152, 6-14=-66/1063, 7-14=-991/152, 7-13=-9/359, 8-13=-254/155, 4-16=-2551/140, 8-12=-2551/140 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint 16 and 190 lb uplift at joint 12. 7) This truss is designed in accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss I Truss Type 0ty Ply r"'cC./RNDYHILUSMITH/10-26(ID)H 05609 BIG F TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 26 15:31:44 2005 Page 1 -2-0-0 6-0-5 11-9-3 1 17-6-0 23-2-13 1 28-11-11 35-0-0 37-0-0 2-0-0 6-0-5 5-8-13 5-8-13 5-8-13 5-8-13 6-0-5 2-0-0 Scale = 1:63.2 4x10 = 27 26 25 24 23 2221 20 19 18 17 1615 14 13 12 34 = 3x4 = US = 3x4 = 30 = 5x6 = 8-10-12 1 17-6-0 1 26-1-4 1 35-0-0 8-10-12 8-7-4 8-7-4 8-10-12 Plate Offsets (X,Y): [2:0-3-15,Edae], [10:0-3-15,Edge) 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 0.81 Vert(LL) -0.1012-13 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.2312-13 >702 180 BCLL 0.0 Rep Stress Incr NO WB 0.97 Horz(TL) 0.01 12 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 245 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: EV1 2 X 4 SPF 165OF 1.5E, EV2 2 X 4 SPF 1650F 1.5E 10-0-0 oc bracing: 16-17,14-16,13-14,12-13. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 5-17, 6-17, 7-17 REACTIONS (lb/size) 22=591/21-5-8, 17=1559/21-5-8, 2=453/21-5-8, 27=78/21-5-8, 12=929/0-5-8, 18=31/21-5-8, 19=32/21-5-8, 20=33/21-5-8, 21=26/21-5-8, 23=30/21-5-8, 24=32/21-5-8, 25=34/21-5-8, 26=20121-5-8, 16=16/21-5-8, 14=57/21-5-8 Max Horz 2=-129(load case 8) Max Uplift22=-177(load case 7), 17=-179(load case 8), 2=-112(load case 8), 27=-54(load case 3), 12=-155(load case 8), 26=-1(load case 5) Max Grav22=1097(load case 2), 17=1 808(load case 3), 2=709(load case 2), 27=188(load case 2), 12=1385(load case 3), 18=72(load case 4), 19=71(load case 4), 20=74(load case 4), 21=57(load case 4), 23=66(load case 4), 24=73(load case 4), 25=73(load case 4), 26=72(load case 9), 16=69(load case 4),14=86(load case 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-238/249, 3-4=-69/286, 4-5=-68/278, 5-6=-108/403, 6-7=0/521, 7-8=-842/127, 8-9=-219/162, 9-1 0=-358/124, 10-11 =0/1 54, 2-27=010, 10-12=-769/145 BOT CHORD 26-27=-85/282, 25-26=-85/282, 24-25=-85/282, 23-24=-85/282, 22-23=-85/282, 21-22=-219/139, 20-21=-219/139, 19-20=-219/139,18-19=-219/139, 17-18=-219/139, 16-17=0/388, 15-16=0/388, 14-15=0/388, 13-14=0/388, 12-13=0/910 WEBS 4-22=-643/129, 5-22=-610/189, 5-17=-332/91, 6-17=-751/32, 7-17=-1138/165, 7-13=-28/575, 8-13=-529/123, 4-27=-276/95, 8-12=-921/91 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) Bearing at joint(s) 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 177 lb uplift at joint 22, 179 lb uplift at CoMint 17, 1 page glift at joint 2,54 lb uplift at joint 27,155 lb uplift at joint 12 and 1 lb uplift at joint 26. inued Job Truss T"Iss Type 0ty Ply PA'"^.JRNDYHILUSMITH/10-26(ID)H 05609 B1 G F TRUSS 1 1 Job Reference o bona) o I uLn %,uivirunnmry i o-ir, mano raus, 1u oa%ua, jr-mvu o.zuu s reD 71 zuuo MI I ex Inaustnes, Inc. wed Uct 26 15:31.44 2005 Page 2 NOTES 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tn,ss Type Qty Ply �A'c'CJRNDYHILL/SMITH/10-26(ID)H Q5609 B2 F TRUSS 1 1 lft� Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MTek Industries, Inc. Wed Oct 26 15:31:45 2005 Page 1 6-0-5 1 11-9-3 , 17-6-0 , 23-2-13 28-11-11 , 35-0-0 , 37-0-0 6-0-5 5-8-13 5-8-13 5-8-13 5-8-13 5x6 = 6-0-5 2-0-0 Scale=1:60.3 1� 15 14 13 12 11 10 5x6 = 3x4 = 3x6 = 3x6 = 3x4 = 5x6 = 8-10-12 17-6-0 26-1-4 35-0-0 8-10-12 8-7-4 8-7-4 8-10-12 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 0.73 Vert(LL) -0.1613-14 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.64 Vert(TL) -0.3313-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.12 10 n/a n/a BCDL 8.0 Code IRC20031TP12002 (Matrix) Weight:164 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 165OF 1.5E WEBS REACTIONS (lb/size) 15=1764/0-5-8,10=1966/0-5-8 Max Horz 15=-143(load case 8) Max Upliftl 5=-1 09(load case 7), 10=-190(load case 8) Max Grav 15=2073(load case 2), 10=2376(load case 3) Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-13, 5-13, 2-15, 7-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-655/69, 2-3=-2610/193, 34=-1865/183, 4-5=-1865/186, 5-6=-2251/184, 6-7=-2562/172, 7-8=-424/143, 8-9=0/154,1-15=-607/79, 8-1 0=-809/1 49 BOT CHORD 14-15=-185/2358, 13-14=-108/2036,12-13=-34/2008,11-12=-34/2008, 10-11=-51/2290 WEBS 2-14=-299/149, 3-14=-15/397, 3-13=-1012/155, 4-13=-68/1073, 5-13=-991/152, 5-11=-9/359, 7-11=-254/157, 2-15=-2375/119, 7-10=-2553/140 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 lb uplift at joint 15 and 190 lb uplift at joint 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tniss Type city Ply qV"VRNDYHILUSMITH/10-26(ID)H Q5609 63 F TRUSS 1 �*Ww Job Reference (optional) s 1 Vt^ wMrUNr-ry I a-ir, iaano raus, 0 w4w, JtKVu s.200 s I-eb 11 20135 Mi rek Inuustnes, Inc. Wed Oct 26 15:31:49 2005 Page 1 6-0-5 11-9-3 17-6-0 1 23-2-13 28-11-11 35-0-0 37-0-0 6-0-5 5-8-13 5-8-13 5-8-13 5-8-13 10), 4x8 11 6-0-5 2-0-0 Scale =1:61.8 17 16 15 14 13 12 11 10 6x10 = 8x8 = 8x8 = 6x8 = axe = 6x10 = 1 6-0-5 1 11-9-3 1 17-6-0 23-2-13 28-11-11 35-0-0 6-0-5 5-8-13 5-8-13 5-8-13 5-8-13 6-0-5 I; LOADING (psf) TCLL 35.0 SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow--35.0) Plates Increase 1.15 TC 0.66 Vert(LL) -0.26 14-15 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.80 Vert(TL) -0.4514-15 >928 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr NO WB 0.87 Horz(TL) 0.12 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 434 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD BOT CHORD 2 X 6 DF 180OF 1.6E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W5 2 X 4 SPF 165OF 1.5E, EV1 2 X 6 DF 180OF 1.6E WEBS WCL2 2 X 4 SPF 1650F 1.5E, EV2 2 X 6 DF 180OF 1.6E WCR2 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 17=7924/0-5-8.10=8029/0-5-8 Max Horz 17=-72(load case 8) Max Upliftl7=-730(load case 7), 10=-773(load case 8) Max Grav 17=8078(load case 2), 10=8236(load case 3) Structural wood sheathing directly applied or 4-9-2 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 3-14, 5-14 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-10844/987, 2-3=-10020/935, 3-4=-7964/768, 4-5=-7964/769, 5-6=-9889/932, 6-7=-10002/925, 7-8=-10806/980, 8-9=0/80,1-17=-6728/618, 8-10=-6886/660 BOT CHORD 16-17=-197/1661,15-16=-893/9596, 14-15=-807/8909,13-14=-770/8894, 12-13=-770/8894, 11-12=-827/9561, 10-11=-136/1528 WEBS 2-16=-52/625, 2-15=-846/105, 3-15=-259/2889, 3-14=-3015/309, 4-14=-636/6794, 5-14=-3003/307, 5-12=-257/2874, 7-12=-822/101, 7-11 =-51/621, 1-16=-712/8110, 8-11=-727/8209 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) All plates are MT20 plates unless otherwise indicated. 9) The following joint(s) require plate inspection per the Tooth Count Method when this truss is chosen for quality assurance inspection: 1 and 8. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 730 lb uplift at joint 17 and 773 lb Con�iirletc�o%opage 2 Job Truss Tniss Type Qty Ply "^C./RNDYHILUSMITH/10-26(ID)H Q5609 83 F TRUSS 1 2 Job Reference (optional) S I uGr% %,uiviruvirwi a -Ir, iaanu raus, w 63403, JGRVU u.zuu s r-el) 11 zuu5 Mi I eK inausmes. Inc. wed Oct 2615:31:49 2005 Page 2 NOTES 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 12) Girder carries tie-in span(s): 18-5-8 from 0-0-0 to 35-0-0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 14=43, 4-8=-43, 8-9=-43, 10-17=-416(F=-408) Job Truss Tniss Type Qty Ply t4' ^'../RNDYHILUSMITHNO-26(ID)H Q5609 C1 F TRUSS 2 1 `` 0 ,lob Reference (optional) V.GVV a VVU 1 1 LVV:I IVIIIWA 11luu.Jl11VD, IIRi. VVVU VGILD 1.7.3-1mu Zwo rage i -2-0-0 3-4-0 6-8-0 8-8-0 2-0-0 3-4-0 3-4-0 2-0-0 scale = 1:17.7 40 = 1.5x4 II 1.50 II 3-4-0 6-8-0 , r 3-4-0 3-4-0 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--35.0) Plates Increase 1.15 TC 0.71 Vert(LL) -0.00 6-7 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.01 6-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) -0.00 6 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 34 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std BOT CHORD REACTIONS (lb/size) 8=515/0-5-8, 6=51510-5-8 Max Horz 8=54(load case 7) Max Uplift8=-106(load case 7), 6=-106(load case 8) Max Grav8=719(load case 2), 6=719(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-255/34, 3-4=-255/34, 4-5=0/154, 2-8=-699/117, 4-6=-699/117 BOT CHORD 7-8=-54/54, 6-7=0/0 WEBS 3-7=-29/119, 2-7=-75/122, 4-7=-75/122 Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 106 lb uplift at joint 8 and 106 lb uplift at joint 6. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss T-jSS Type Qty Ply �*"r ./RNDYHILUSMITH/10-26(ID)H 05609 C1G F TRUSS 1 1 Job Reference (optional) 51 OC;K COMPONENT 8-iF, loan Taus, IU 83403, JtKUu 6.200 s Feb 112005 MITek Industries, Inc. Wed Oct 2615:31:50 2005 Page 1 -2-0-0 3-4-0 6-8-0 8-8-0 2-0-0 3-4-0 3-4-0 2-0-0 Scale = 1:17.7 40 = 2x4 II 1.5x4 11 1.5x4 11 1.5x4 11 2x4 11 6-8-0 6-&0 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 0.81 Vert(LL) -0.14 7 n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Vert(TL) -0.16 7 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 8 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 30 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-8-0 oc pudins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 SPF 165OF 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std REACTIONS (lb/size) 12=266/6-8-0, 8=266/6-8-0, 10=324/6-8-0, 11=87/6-8-0, 9=87/6-8-0 Max Horz 12=54(load case 7) Max Upliftl 2=-1 15(load case 7), 8=-119(load case 8), 11=-92(load case 9), 9=-92(load case 9) Max Grav 12=517(load case 2), 8=517(load case 3), 1 0=324(load case 1). 11=110(load case 3), 9=110(load case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-12=-499/136,1-2=0/154, 2-3=-18/133, 3-4=0/224, 4-5=0/224, 5-6=-18/133, 6-7=0/154, 6-8=-499/139 BOT CHORD 11-12=-187/61, 10-11=-187/61, 9-10=-187/61, 8-9=-187/61 WEBS 4-10=-297/17, 3-11=-35/170, 5-9=-35/170 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C. Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 115 lb uplift at joint 12, 119 lb uplift at joint 8, 92 lb uplift at joint 11 and 92 lb uplift at joint 9. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss TnissType Oty Ply PA'^"./RNDYHILUSMITH/10-26(ID)H 05609 DIG SPF TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403. JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 26 15:31:52 2005 Page 1 -2-0-0 5-11-3 14-2-0 16-2-0 2-0-0 5-11-3 8-2-13 40 = 14-2-0 14-2-0 2-0-0 Scale = 1:29.7 R 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 0.81 Vert(LL) -0.12 10 n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.31 Vert(TL) -0.14 10 n1r 90 BCLL 0.0 Rep Stress Incr NO WB 0.10 Horz(TL) -0.00 9 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 57 lb LUMBER TOP CHORD 2 X 4 SPF 1650F 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF 1650F 1.5E OTHERS 2 X 4 SPF Stud/Std BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 17=308/14-2-0, 9=337/14-2-0, 14=267/14-2-0, 15=226/14-2-0, 16=114/14-2-0, 13=202/14-2-0, 12=230/14-2-0, 11=114/14-2-0 Max Horz 17=-99(load case 8) Max Upliftl7=-100(load case 7), 9=-120(load case 8).15=-37(load case 7), 16=-85(ioad case 9). 13=-28(load case 8), 12=-54(load case 8). 11=-167(load case 9) Max Grav 17=463(load case 2), 9=565(load case 3), 14=282(load case 2), 15=344(load case 2),16=161(load case 2), 13=301(load case 3), 12=338(load case 3). 11=152(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-17=-453/120, 1-2=0/154, 2-3=-4/137, 3-4=0/200, 4-5=0/179, 5-6=-56/180, 6-7=-51/181, 7-8=-441194, 8-9=-88/146, 9-10=0/140 BOT CHORD 16-17=-157/98, 15-16=-157/98,14-15=-157198, 13-14=-157/98, 12-13=-157/98, 11-12=-157/98, 9-11=-157/98 WEBS 5-14=-249/0, 4-15=-313/60, 3-16=-126/125, 6-13=-276/50, 7-12=-280/62, 8-11=-205/74 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C. Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint 17, 120 lb uplift at joint 9, 37 lb uplift at joint 15, 85 lb uplift at joint 16, 28 lb uplift at joint 13, 54 lb uplift at joint 12 and 167 lb uplift at joint 11. 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 Tniss Type Qty Ply DI""'../RNDYHILUSMITH/10-26(ID)H Q5609 F1G F TRUSS 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 11 2005 MiTek Industries, Inc. Wed Oct 2615:31:54 2005 Page 1 -2-0-0 1 5-5-0 10-6-8 15-8-0 20-9-8 25-11-0 31-4-0 2-0-0 5-5-0 5-1-8 5-1-8 5-1-8 5-1-8 5-5-0 Scale = 1:55.3 4x5 = c t 16 15 1417 13 12 11 18 10 g 3x4 II 4x6 = 10x10 = 10x10 = 4x6 = 4x6 = 3x4 II 5-5-0 , 10-6-8 1 15-8-0 1 20-9-8 1 25-11-0 1 31-4-0 5-5-0 5-1-8 5-1-8 5-1-8 5-1-8 5-5-0 Plate Offsets MY): [2:0-2-4,0-1-12), [8:0-2-4,0-1-12), [11:0-3-8,0-5-0), [14:0-3-8,0-5-01 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--35.0) Plates Increase 1.15 TC 0.82 Vert(LL) -0.0711-13 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.1211-13 >999 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.01 9 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 372 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 except end verticals. WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. W2 2 X 4 SPF 1650F 1.5E, W8 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 16=631/10-11-8, 15=305/10-11-8, 14=5443/10-11-8, 10=5435/7-1-8, 9=-137/7-1-8 Max Horz 16=133(load case 7) Max Upliftl 6=-1 01 (load case 7). 15=-10(load case 7), 14=-522(load case 7), 10=-500(load case 8), 9=-353(load case 2) Max Grav 16=897(load case 2). 15=510(load case 2), 14=5501(load case 2), 10=5769(load case 3), 9=62(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-425/50, 34=45203, 4-5=-2604/318, 5-6=-2679/306, 6-7=-3571/349, 7-8=-54/497, 2-16=-806/123, 8-9=-104/253 BOT CHORD 15-16=-247/107, 14-15=-58/238, 14-17=-18/270,13-17=-18/270, 12-13=-205/3054, 11-12=-205/3054, 11-18=-423/69, 10-18=423/69, 9-1 0=-1 01 /131 WEBS 3-15=-720/75, 3-14=0/93, 4-14=-3991/395, 4-13=-280/3327, 5-13=-19511855, 6-13=-1279/180, 6-11=-77/893, 7-11=-325/4148, 7-10=-4860/463, 2-15=-20/217, 8-10=415/97 NOTES 1) 2-ply truss to be connected together with 0.131 "x3" Nails as follows: Top chords connected as follows: 2 X 4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 4) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 16, 10 lb uplift at joint 15, 522 lb uplift at joint 14, 500 lb uplift at joint 10 and 353 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 ANSI/TPI 1. 10) Girder carries tie-in span(s): 33-9-0 from 10-11-8 to 24-2-8 Mond D CA onM Stydardge Job Truss ITn iss Type Qty Ply P"ce../RNDYHILUSMITH110-26(ID)H Q5609 F1 G 1�F TRUSS 1 2 Job Reference (optional) o I VLn, L,wivi "VIVCIY io-lr, waisu rags, ru oowuo, .rrr%vu LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-2=-86,2-5=-86, 5-8=-86,16-17=-16, 17-18=-644(F=-628), 9-18=-16 o.zuu s reo'i i zuuo Mi i eK inausines, inc. wea UM z6 15:31:54 2005 Page 2 Job Truss Tniss Type Qty Ply V'0CJRNDYHILUSMITH110-26(ID)H Q5609 G1 F TRUSS 11 1 Job Reference (optional) o.cVV s Leo 1-1 cuua MI i eK inausuies, inc. vveo uct zb 15:S1:= zutio Page 1 -2-0-0 5-10-5 11-5-3 17-0-0 22-6-13 28-1-11 33-9-0 2-0-0 5-10-5 5-6-13 5-6-13 5-6-13 5-6-13 5-7-5 Scale=1:59.3 5x6 = 6.00 P2 6 15 14 13 12 11 10 5x6 = 30 = 3x6 = 3x6 = 3x4 = _ 8-7-12 17-0-0 25-4-4 33-9-0 8-7-12 8-4-4 8-4-4 8-4-12 Plate Offsets (X,Y): [2:0-3-15,Edge], [9:0-3-15,0-0-0] 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 0.71 Vert(LL) -0.1413-14 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.3013-14 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.10 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 1621b LUMBER BRACING TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc pudins, BOT CHORD 2 X 4 SPF 165OF 1.5E *Except* except end verticals. B2 2 X 4 DF 240OF 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud/Std *Except* WEBS 1 Row at midpt 5-13, 7-13, 3-15, 8-10 EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 15=1903/0-5-8, 10=1700/0-2-8 Max Horz 15=143(load case 7) Max Upliftl 5=-1 86(load case 7), 10=-104(load case 8) Max Grav 15=2309(load case 2), 10=1991(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-3941150, 3-4=-2456/165, 4-5=-2154/177, 5-6=-1779/179, 6-7=-1779/177, 7-8=-2439/182, 8-9=-542/63, 2-15=-787/147, 9-10=-530/72 BOT CHORD 14-15=-181/2189, 13-14=-115/1926, 12-13=-44/1918,11-12=-44/1918,10-11=-99/2165 WEBS 3-14=-237/154, 5-14=-8/341, 5-13=-9571147, 6-13=-65/1014, 7-13=-941 /148, 7-11 =-21/320, 8-11 =-221/178, 3-15=-2464/134, 8-10=-2288/113 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s)10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 15 and 104 lb uplift at joint 10. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss T^ iss Type Qty Ply A"r lJRNDYHILUSMITH/10-26(ID)H Q5609 G1G F TRUSS 1 1 �dwv Job Reference (optional) s i uur% uumt-untry i s-ir, iaano Taus, w mm;i, jt=Kuu 5.200 s Feb 11 2005 MI rek Industries, Inc. Wed Oct 26 15:31:56 2005 Page 1 -2-0-0 17-0-0 33-9-0 2-0-0 17-0-0 16-9-0 Scale=1:59.3 40 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 30 11 3x4 = 2M 11 33-9-0 33-9-0 Plate Offsets12:0-2-0,0-1-121 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.14 1-2 n/r 120 MT20 197/144 (Roof Snow--35.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.17 1-2 n/r 90 TCDL 8.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 22 n/a n/a BCLL 0.0 Code IRC2003/T1312002 (Matrix) Weight:188 lb BCDL 8.0 LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 12-32, 11-33, 13-31 REACTIONS (lb/size) 41=435/33-9-0, 22=-66/33-9-0, 32=220/33-9-0, 33=206/33-9-0, 34=203/33-9-0, 35=204/33-9-0, 36=204/33-9-0, 37=205/33-9-0, 38=200/33-9-0, 39=224/33-9-0, 40=-82/33-9-0, 31=206/33-9-0, 29=203/33-9-0, 28=204/33-9-0, 27=204/33-9-0, 26=204/33-9-0, 25=203/33-9-0, 24=210/33-9-0, 23=214/33-9-0 Max Horz41=143(load case 7) Max Uplift41=-145(load case 5), 22=-157(load case 9), 33=-23(load case 7), 34=-38(load case 7), 35=-33(load case 7) 36=-34(load case 7), 37=-33(load case 7). 38=-36(load case 7), 39=-27(load case 7), 40=-371(load case 9) 31=-21(load case 8), 29=-39(load case 8), 28=-33(load case 8), 27=-34(load case 8), 26=-34(load case 8), 25=-35(load case 8), 24=-31(load case 8), 23=-177(load case 8) Max Grav 41 =729(load case 9), 22=178(load case 8), 32=220(load case 1), 33=312(load case 2), 34=296(load case 2) , 35=298(load case 2), 36=297(load case 2), 37=299(load case 2), 38=291(load case 2), 39=327(load case 2). 40=107(load case 5), 31=308(load case 3), 29=297(load case 3), 28=297(load case 3), 27=297(load case 3), 26=298(load case 3). 25=295(load case 3), 24=309(load case 3), 23=232(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-41=-689/124, 1-2=0/154, 2-3=-110l75, 3-4=-104/78, 4-5=-68/110, 5-6=42/99, 6-7=-191101, 7-8=-18/114, 8-9=-18/135, 9-10=-18/155, 10-11=-17/177,11-12=-24/191,12-13=-68/186, 13-14=-63/159, 14-15=-63/133, 15-16=-63/113, 16-17=-63/92,17-18=-63R2,18-19=-64/65,19-20=-60/66, 20-21=-96/88, 21-22=-96/83 BOT CHORD 40-41=-52/60, 39-40=-52/60, 38-39=-52/60, 37-38=-52/60, 36-37=-52/60, 35-36=-52/60, 34-35=-52/60, 33-34=-52/60 , 32-33=-52/60, 31-32=-52/60, 30-31=-52/60, 29-30=-52/60, 28-29=-52/60, 27-28=-52/60, 26-27=-52/60, 25-26=-52/60, 24-25=-52/60, 23-24=-52/60, 22-23=-52/60 WEBS 12-32=-188/0, 11-33=-280/42, 10-34=-264/58, 9-35=-265/53, 8-36=-265/53, 7-37=-266/53, 6-38=-260/53, 5-39=-291/56, 4-40=-67/357,13-31=-276/40, 14-29=-265/58, 15-28=-265/52, 16-27=-265/53, 17-26=-266/53, 18-25=-263/53, 19-24=-276/56, 20-23=-207/107 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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. 81n 11rPuled's page x4 MT20 unless otherwise indicated. Job Truss Tniss Type Qty Ply PA'^C./RNDYHILUSMITH/10-26(ID)H Q5609 G1G F TRUSS 1 1 Qwv Job Reference (optional) 5 I UCK C:UMPUNI=N I5-IF, IdanO FaIIS, IU 53403, JtKOU 6.200 s Feb 11 2005 MTek Industries, Inc. Wed Oct 26 15:31:56 2005 Page 2 NOTES 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 145 lb uplift at joint 41,157 lb uplift at joint 22. 23 lb uplift at joint 33, 38 lb uplift at joint 34, 33 lb uplift at joint 35, 34 lb uplift at joint 36, 33 lb uplift at joint 37, 36 Ib uplift at joint 38, 27 lb uplift at joint 39, 371 lb uplift at joint 40, 21 lb uplift at joint 31, 39 lb uplift at joint 29, 33 lb uplift at joint 28, 34 lb uplift at joint 27, 34 lb uplift at joint 26, 35 lb uplift at joint 25, 31 lb uplift at joint 24 and 177 lb uplift at joint 23. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Tniss Type Qty Ply D"'OC./RNDYHILL/SMITH/10-26(ID)H Q5609 G2 F TRUSS 1 1lqwv Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MTek Industries, Inc. Wed Oct 26 15:31:57 2005 Page 1 -2-0-0 5-10-5 i 11-5-3 17-0-0 22-5-13 27-11-11 33-9-0 2-0-0 5-10-5 5-6-13 5-6-13 5-5-13 5-5-13 5-9-5 Scale =1:60.1 6x8 = A 14 10 5x10 6x10 8-7-12 17-0-0 25-2-12 33-9-0 8-7-12 8-4-4 8-2-12 8-6-4 frill A fiLA�lYdi. 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 0.74 Vert(LL) -0.54 12-13 >739 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.90 Vert(TL) -0.97 12-13 >413 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.86 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 139 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD W4 2 X 4 SPF 1650F 1.5E, EV1 2 X 4 SPF 165OF 1.5E WEBS WCL2 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 1650F 1.5E WCR2 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 14=1903/0-5-8, 10=1700/Mechanical Max Horz 14=143(load case 7) Max Uplift14=-186(load case 7), 10=-104(load case 8) Max Grav 14=2309(load case 2), 1 0=1 991 (load case 3) Structural wood sheathing directly applied or 2-4-3 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 4-14, 8-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-422/90, 3-4=-230/122, 4-5=-4686/307, 5-6=-3988/199, 6-7=-3985/212, 7-8=-4661/216, 8-9=-605/62, 2-14=-806/150, 9-10=-577/73 BOT CHORD 13-14=-355/4055,12-13=-274/4339,11-12=-112/4310,10-11=-196/4052 WEBS 4-13=0/510, 5-13=-365/77, 5-12=-1052/201, 6-12=-95/2996, 7-12=-1023/220, 7-11=-382167, 8-11=0/514, 4-14=-4511/306, 8-10=-4316/210 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)14 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 lb uplift at joint 14 and 104 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 ANSVTPI 1. LOAD CASE(S) Standard Job Truss Tniss Type Qty Ply I+A'0C./RNDYHILUSMITH/10-26(ID)H Q5609 G3 F TRUSS 3 1 t7t Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MITek Industries, Inc. Wed Oct 2615:31:58 2005 Page 1 r 5-10-5 ,_ 11-5-3 1 17-0-0 , 22-5-13 27-11-11 , 33-9-0 , 5-10-5 5-6-13 5-6-13 5-5-13 5-5-13 5-9-5 Scale=1:56.9 6x8 = r) 06 oh 12 6 Sx10 y 6x10 8-7-12 17-0-0 25-2-12 33-9-0 8-7-12 8-4-4 8-2-12 8-6-4 11 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.74 Vert(LL)-0.5510-11 >731 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.93 Vert(TL)-0.9810-11 >409 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.87 8 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 137 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' BOT CHORD W4 2 X 4 SPF 1650F 1.5E, EV1 2 X 4 SPF 165OF 1.5E WCL2 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 165OF 1.5E WEBS WCR2 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 12=1706/Mechanical, 8=1706/Mechanical Max Horz 12=99(load case 6) Max Upliftl2=-105(load case 7), 8=-104(load case 8) Max Grav 12=2006(load case 2), 8=1992(load case 3) Structural wood sheathing directly applied or 2-4-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing: 11-12. 1 Row at midpt 2-12, 6-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-638/68, 2-3=-4785/322, 3-4=-4016/205, 4-5=-4013/218, 5-6=-4665/215, 6-7=-606/62, 1-12=-597/77, 7-8=-577/73 BOT CHORD 11-12=-376/4188,10-11=-283/4407, 9-10=-117/4314, 8-9=-196/4055 WEBS 2-11=0/505, 3-11=-360/83, 3-10=-1078/203, 4-10=-101/3020, 5-10=-1022/227, 5-9=-389/69, 6-9=0/521, 2-12=-4421/303, 6-8=-4320/210 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 105 lb uplift at joint 12 and 104 lb uplift at joint 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tess Type Qty ly rl'r'C./RNDYHILUSMITH/10-26(ID)H Q5609 G4 F TRUSS 6 1 i� r Job Reference (optional) 51 UGK UUMIJUNtN 15-IF, Ifrarl0 Falls, 1U 53403, JtKUU 5.200 s Feb 11 2005 MTek Industries, Inc. Wed Oct 26 15:31:59 2005 Page 1 5-10-5 11-5-3 17-0-0 22-6-13 28-1-11 34-0-0 36-0-0 5-10-5 5-6-13 5-6-13 5-6-13 5-6-13 5-10-5 2-0-0 Scale=1:59.5 6x8 = 5x10 !:7- 5x10 8-7-12 17-0-0 25-4-4 34-0-0 8-7-12 8-4-4 8-4-4 8-7-12 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP (Roof Snow--35.0) Plates Increase 1.15 TC 0.75 Vert(LL) -0.5612-13 >720 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -1.0012-13 >404 180 BCLL 0.0 Rep Stress Incr YES WB 0.78 Horz(TL) 0.89 10 n/a n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 140 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' BOT CHORD W4 2 X 4 SPF 1650F 1.5E, EV1 2 X 4 SPF 1650F 1.5E WCL2 2 X 4 SPF 165OF 1.5E, EV2 2 X 4 SPF 1650F 1.5E WEBS WCR2 2 X 4 SPF 1650F 1.5E REACTIONS (lb/size) 14=1713/Mechanical, 10=1916/0-5-8 Max Horz 14=-140(load case 8) Max Upliftl4=-105(load case 7), 1 0=-1 86(load case 8) Max Grav 14=2013(load case 2). 10=2317(load case 3) Structural wood sheathing directly applied or 2-3-13 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing, Except: 2-2-0 oc bracing: 13-14. 1 Row at midpt 2-14, 6-10 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-639/67, 2-3=-4807/306, 3-4=-4046/183, 4-5=-4046/196, 5-6=-4712/152, 6-7=-231/121, 7-8=-423/90, 8-9=0/154. 1-14=-598/77, 8-10=-807/147 BOT CHORD 13-14=-348/4205,12-13=-249/4431, 11-12=-86/4367, 10-11=-104/4074 WEBS 2-13=0/508, 3-13=-364/78, 3-12=-1074/206, 4-12=-81 /3045, 5-12=-1048/228, 5-11=-377/72, 6-11=0/520, 2-14=-4439/289, 6-10=-4532/172 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf, Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s)10 considers parallel to grain value using ANSUTPI 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 105 lb uplift at joint 14 and 186 lb uplift at joint 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss I TnIssType Qty Ply 1 ""^C./RNDYHILUSMITH/10-26(ID)H 05609 G5 F TRUSS 7 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 11 2005 MITek Industries, Inc. Wed Oct 26 15:31:59 2005 Page 1 7-11-0 15-6-8 17-0-Q 22-6-13 28-1-11 34-0-0 , 7-11-0 7-7-8 1-5-8 5-6-13 5-6-13 5-10-5 Scale =1:57.2 Us = 4x4 14 11 10 9 e 40 II 3x4 II US = 3x4 = US = 7-11-0 , 15-6-8 ,17-0-Q 25-4-4 34-0-0 , 7-11-0 7-7-8 1-5-8 8-4-4 8-7-12 LOADING (psf) TCLL 35.0 SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP (Roof Snow=35.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.11 13 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.19 9-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) -0.02 11 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 179 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E "Except" B2 2 X 4 SPF Stud/Std BOT CHORD WEBS 2 X 4 SPF Stud/Std 'Except' EV1 2 X 6 DF No.2, EV2 2 X 6 DF No.2 WEBS REACTIONS (lb/size) 14=726/Mechanical, 11=1827/0-5-8, 8=869/Mechanical Max Horz 14=97(load case 6) Max Upliftl4=-70(load case 8), 11=-72(load case 7), 8=-126(load case 8) Max Grav 14=1061(load case 2), 11 =1 827(load case 1), 8=1319(load case 3) Structural wood sheathing directly applied or 4-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 3-7-10 oc bracing. Except: 1 Row at midpt 3-12 1 Row at midpt 2-12, 5-10, 6-8 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2098/209, 2-3=-56/405, 3-4=0/222, 4-5=-352/208, 5-6=-1328/220, 6-7=-578/71, 1-14=-1173/149, 7-8=-559/80 BOT CHORD 13-14=-166/600, 12-13=-230/1783,11-12=-1848/35, 3-12=-916/169,10-11=-19/0, 9-10=-62/836, 8-9=-128/1304 WEBS 2-13=-88/212, 2-12=-1831/236, 10-12=-279/642, 4-12=-843/32, 4-10=-152/557, 5-10=-1079/145, 5-9=-7/547, 6-9=-457/110, 1-13=-63/1132, 6-8=-1164/143 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=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 14, 72 lb uplift at joint 11 and 126 lb uplift at joint 8. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss I Tniss Type Qty Ply ""^C./RHDYHILL/SMITH/10-26(ID)H Q5609 G6�w& TRUSS 6 1 tReference (optional) s i ut.^ uunaruNtry i o-ir, raano rans, ru o,54w, .►cmw o.zuu s reo 1-1 zuuo nm r eK Inausuzes, Inc. vveo um zo i a:sz:uu zuuo rage 1 5-10-5 , 11-5-3 , 17-0-0 , 22-6-13 ,_ 28-1-11 34-0-0 , 5-10-5 5-6-13 5-6-13 5-6-13 5-6-13 5-10-5 Scale = 1:56.7 6x10 MT18H= 4 I; 13 12 11 10 9 a 3x8 = 4x4 = 3x8 = 3x6 = 3x4 = 5x6 = 8-0-6 15-9-4 24-8-14 34-0-0 8-0-6 7-8-14 8-11-10 9-3-2 Plate Offsets MY): [7:0-3-15,0-0-01 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 0.62 Vert(LL) -0.10 8-9 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.21 8-9 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.02 8 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 158 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, BOT CHORD 2 X 4 SPF 165OF 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 1650F 1.5E 10-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 3-11, 4-11, 5-11 REACTIONS (lb/size) 11=2163/0-5-8, 13=557/Mechanical, 8=718/Mechanical Max Holz 13=-98(lood case 5) Max Uplift1l=-134(load case 7), 13=-34(load case 7), 8=-63(load case 8) Max Grav 11=2163(load case 1), 13=968(load case 2), 8=1142(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-537/67, 2-3=-792/181, 3-4=0/554, 4-5=0/460, 5-6=-971/104, 6-7r560/56,1-13=-536/76, 7-8=-545/71 BOT CHORD 12-13=-91/834, 11-12=-266/262, 10-11=$5/549, 9-10=-85/549, 8-9=-46/1071 WEBS 2-12=-566/140, 3-12=-52/680, 3-11=-1121/169, 4-11=-830/43, 5-11=-1178/152, 5-9=-10/574, 6-9=-537/132, 2-13=-619/209, 6-8=-887/60 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 11, 34 lb uplift at joint 13 and 63 lb uplift at joint 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss TnissType Oty Ply 05609 G7 F TRUSS 1 1 `WC'r'./RNDYHILUSMITH/10-26(ID)H �i�' Job Reference (optional) 5 I ulir% L uMrrulVtlV I.7-Ir, wano rails, w a 34u%% %sr-mvu 0.zuu s reo I I zuu3 MI i eK inoustnes, mc. vveo uct zo ia:sz:ui zuuo rage 1 5-10-5 -_ , --11-5-3 1 17-0-0 - , _- 22-6-13 - , 28-1-11 34-0-0 5-10-5 5-6-13 5-6-13 5-6-13 5-6-13 5-10-5 Scale=1:56.7 6x10 MT18H= I; 13 12 11 10 9 8 3x8 = 4x4 = 3x8 = 3x6 = 30 = 5x6 = 8-0-6 15-9-4 24-8-14 34-0-0 8-0-6 7-8-14 8-11-10 9-3-2 Plate Offsets MY): [7:0-3-15,0-0-01 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 0.62 Vert(LL) -0.10 8-9 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.21 8-9 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.02 8 n/a n/a BCDL 8.0 Code IRC20031TP12002 (Matrix) Weight: 158 lb LUMBER TOP CHORD 2 X 4 SPF 165OF 1.5E BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* EV1 2 X 4 SPF 1650F 1.5E, EV2 2 X 4 SPF 165OF 1.5E BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 8-9. WEBS 1 Row at midpt 3-11. 4-11, 5-11 REACTIONS (lb/size) 11=2163/0-5-8, 13=557/Mechanical, 8=718/Mechanical Max Horz 13=-98(load case 5) Max Upliftl 1 =-1 34(load case 7),13=-34(load case 7). 8=-63(load case 8) Max Grav 11=2163(load case 1), 13=968(load case 2), 8=1142(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-537/67, 2-3=-792/181, 3-4=0/554, 4-5=0/460, 5-6=-971/104, 6-7=-560/56, 1-13=-536/76, 7-8=-545171 BOT CHORD 12-13=-91/834, 11-12=-266/262, 10-11=-85/549, 9-10=-85/549, 8-9=-46/1071 WEBS 2-12=-566/140, 3-12=-52/680, 3-11=-1121/169, 4-11=-830/43, 5-11 =-1 178/152, 5-9=-10/574, 6-9=-537/132, 2-13=-619/209, 6-8=-887/60 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 11, 34 lb uplift at joint 13 and 63 lb uplift at joint 8. 8) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tess Type Qty Ply A41c'^../RNDYHILUSMITH/10-26(ID)H 05609 G8 F TRUSS 3 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 2615:32:02 2005 Page 1 -2-0-0 5-10-5 11-5-3 17-0-0 22-6-13 28-1-11 34-0-0 2-0-0 5-10-5 5-6-13 5-6-13 5-6-13 5-6-13 5-10-5 Scale=1:59.7 6x10 MT18H= 1i 15 14 13 12 11 10 3x8 = 30 = 3x8 = 3x6 = 3x4 = 5x6 = 8-0-6 i 15-9-4 i 24-8-14 34-0-0 8-0-6 7-8-14 8-11-10 9-3-2 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 0.71 Vert(LL) -0.10 10-11 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.42 Vert(TL) -0.21 10-11 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.89 Horz(TL) 0.02 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 160 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF 1650F 1.5E WEBS 2 X 4 SPF Stud/Std *Except* BOT CHORD EV1 2 X 4 SPF 165OF 1.5E, EV2 2 X 4 SPF 1650F 1.5E WEBS REACTIONS (lb/size) 13=2161/0-5-8, 15=755/0-5-8, 10=712/Mechanical Max Horz 15=140(load case 7) Max Upliift93=-132(load case 7), 15=-116(load case 7), 10=-63(load case 8) Max Grav 13=2161(load case 1), 15=1273(load case 2), 10=1141(load case 3) Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: 10-11. 1 Row at midpt 5-13, 6-13, 7-13 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/154, 2-3=-306/152, 3-4=-146/188, 4-5=-739/188, 5-6=0/565, 6-7=0/462, 7-8=-969/105, 8-9=-560/56, 2-15=-738/147, 9-10=-545171 BOT CHORD 14-15=-98/766,13-14=-269/235,12-13=-97/548, 11-12=-97/548, 10-11=-47/1070 WEBS 4-14=-520/130, 5-14=-45/637, 5-13=-1100/166, 6-13=-839/45, 7-13=-1178/152, 7-11=-10/574, 8-11=-537/132, 4-15=-798/187, 8-10=-885/73 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 132 lb uplift at joint 13,116 lb uplift at joint 15 and 63 lb uplift at joint 10. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tniss Type Qty Ply Ml''r./RNDYHILUSMITH/10-26(ID)H Q5609 G9G TRUSS 1 1 1111111111V Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 26 15:32:03 2005 Page 1 -2-0-0 17-0-0 2-0-0 17-0-0 4M = 12 34-0-0 17-0-0 Scale=1:59.7 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 30 II 30 = 3x4 II 34-0-0 34-0-0 Plate Offsets MY): (2:0-2-0,0-1-12) 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 0.81 Vert(LL) -0.14 1-2 n/r 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.12 Vert(TL) -0.17 1-2 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.33 Horz(TL) 0.00 22 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 188 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF Stud/Std BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std WEBS 1 Row at midpt 12-32, 11-33, 13-31 REACTIONS (lb/size) 41=432/34-0-0, 22=-30/34-0-0, 32=221 /34-0.0, 33=206/34-0-0, 34=203/34-0-0, 35=204/34-0-0, 36=204/34-0-0, 37=205/34-0-0, 38=200/34-0-0, 39=224/34-0-0, 40=-80/34-0-0, 31=206/34-0-0, 29=203/34-0-0, 28=204/34-0-0, 27=204/34-0-0, 26=204/34-0-0, 25=203/34-M, 24=208/34-0-0, 23=205/34-0-0 Max Horz41=140(load case 7) Max Uplift41=-142(load case 5), 22=-113(load case 9), 33=-22(load case 7), 34=-39(load case 7), 35=-33(load case 7) 36=-34(load case 7), 37=-33(load case 7), 38=-36(load case 7), 39=-27(load case 7), 40=-367(load case 9) 31=-21(load case 8), 29=-39(load case 8), 28=-33(load case 8), 27=-34(load case 8), 26=-34(load case 8), 25=-36(load case 8), 24=-27(load case 8), 23=-142(load case 8) Max Grav41=725(load case 9), 22=137(load case 8), 32=221(load case 1), 33=312(load case 2), 34=296(load case 2) , 35=298(load case 2), 36=297(load case 2), 37=299(load case 2), 38=291(load case 2), 39=327(load case 2), 40=105(load case 5), 31=308(load case 3), 29=297(load case 3), 28=297(load case 3), 27=297(load case 3), 26=298(load case 3), 25=295(load case 3), 24=308(load case 3), 23=240(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-41=-687/123,1-2=0/154, 2-3=-108/73.3-4=-101/76, 4-5=-67/112, 5-6=-41/101, 6-7=-17/103, 7-8=-16/113, 8-9=-16/134, 9-1 0=-1 6/154, 10-11 =-1 6/176. 11-12=-22/190, 12-13=-681185, 13-14=-63/158, 14-15=-63/134, 15-16=-63/114, 16-17=-63/94, 17-18=-63/73, 18-19=-64/68, 19-20=-59/67, 20-21=-92/84, 21-22=-78/66 BOT CHORD 40-41=-54/64, 39-40=-54/64, 38-39=-54/64, 37-38=-54/64, 36-37=-54/64, 35-36=-54/64, 34-35=-54/64, 33-34=-54/64 , 32-33=-54/64, 31-32=-54/64, 30-31=-54/64, 29-30=-54/64, 28-29=-54/64, 27-28=-54/64, 26-27=-54/64, 25-26=-54/64, 24-25=-54/64, 23-24=-54/64, 22-23=-54/64 WEBS 12-32=-189/0, 11-33=-280/42, 10-34=-264/58, 9-35=-265/53, 8-36=-265/53, 7-37=-266/53, 6-38=-260/53, 5-39=-291/56, 4-40=-66/355, 13-31 =-276/40, 14-29=-265/58, 15-28=-265/52, 16-27=-265/53, 17-26=-266/53, 18-25=-263/53, 19-24=-275/53, 20-23=-215/95 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp. 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 65�) AThis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Cbnt I platued s page x4 MT20 unless otherwise indicated. Job Truss IT^iss Type Qty Ply �Al"'-,.1RNDYHILUSMITH110-26(ID)H Q5609 G9G I�F TRUSS 1 1 IqMPV Job Reference (optional) STOCK CUMPUNENI S-IF, Idaho FaIIS, IL) 53403, JEKUU 6.200 s f eD 11 Z005 Mt I eK Inaustnes, Inc. wed Uct 26 15:32:03 2005 Page 2 NOTES 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 41,113 lb uplift at joint 22, 22 lb uplift at joint 33, 39 lb uplift at joint 34, 33 lb uplift at joint 35, 34 lb uplift at joint 36, 33 lb uplift at joint 37, 36 lb uplift at joint 38, 27 lb uplift at joint 39, 367 lb uplift at joint 40, 21 lb uplift at joint 31, 39 lb uplift at joint 29, 33 lb uplift at joint 28, 34 lb uplift at joint 27, 34 lb, uplift at joint 26, 36 lb uplift at joint 25, 27 lb uplift at joint 24 and 142 lb uplift at joint 23. 11) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job Truss Tniss Type Qty Ply I ""-C./RNDYHILL/SMITH/10-26(ID)H Q5609 H1 F TRUSS 1 1 gap IJob/Reference (optional) J 1 UU11% I,:VMrVwtry I.7-gr, guano rails, lu 039u3, JtKVU b.zuu s reo i i zuuo mi 1 eK lncusmes, Inc. wea g Jm zb 15:3z:u4 zou5 Page 7 7-6-7 1 14-9-5 1 22-0-4 29-3-3 36-6-1 44-0-8 7-6-7 7-2-15 7-2-15 7-2-15 7-2-15 7-6-7 Scale=1:73.4 6x10 MT18H= 5 18 17 16 15 14 13 12 11 10 45 II 302 = 3x4 = 4x6 = Us = 4x6 = 3M = 302 = U5 II 7-6-7 1 14-9-5 1 22-0-4 1 29-3-3 1 36-6-1 44-0-8 7-6-7 7-2-15 7-2-15 7-2-15 7-2-15 7-6-7 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 0.91 Vert(LL) -0.24 11-12 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.42 12-14 >999 180 MT18H 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.15 10 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 215 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF 2100F 1.8E TOP CHORD BOT CHORD 2 X 4 SPF 165OF 1.5E WEBS 2 X 4 SPF Stud/Std 'Except' BOT CHORD W4 2 X 4 SPF 1650F 1.5E, W5 2 X 4 SPF 1650F 1.5E WEBS W6 2 X 4 SPF 165OF 1.5E, EV1 2 X 6 DF No.2 WCL2 2 X 4 SPF 1650F 1.5E, EV2 2 X 6 DF No.2 WCR2 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 18=2223/0-5-8, 10=2223/0-5-8 Max Horz 18=-126(load case 5) Max Upliftl 8=-1 37(load case 7). 10=-137(load case 8) Max Grav 18=2852(load case 2), 1 0=2852(load case 3) Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 2-16, 4-14, 6-14, 8-12 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-4125/214, 2-3=-3562/212, 3-4=-3151/228, 4-5=-2570/237, 5-6=-2570/237, 6-7=-3151/228, 7-8=-3562/212, 8-9=-4125/214,1-18=-2778/172, 9-10=-2778/171 BOT CHORD 17-18=-172/616, 16-17=-241/3479,15-16=-148/2987, 14-15=-148/2987, 13-14=-52/2987, 12-13=-52/2987, 11-12=4 25/3479. 10-11 =-59/616 WEBS 2-17=-416/83, 2-16=-596/113, 4-16=0/458, 4-14=4406/178, 5-14=-88/1430, 6-14=4406/178, 6-12=0/458, 8-12=-596/112, 8-11=416183, 1-17=-70/2908, 9-11=-67/2908 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS interior zone; Lumber DOL=1.33 plate grip DOL=1.33. 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp C; Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint 18 and 137 lb uplift at joint 10. 7) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tniss Type city Ply P""'C./RNDYHILUSMITH/10-26(ID)H Q5609 H1G F TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 2615:32:05 2005 Page 1 �2-0-0, 22-0-4 , 44-0-8 F 2-0-0 22-0-4 22-0-4 2-0-0 Scale = 1:77.8 5x5 = 14 10 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 30 II 5x5 = 5x5 = 3x4 11 44-0-8 44-0-8 Plate Offsets MY):[5:0-2-8,0-3-4],[23:0-2-8,0-3-4],[38:0-2-8,0-3-0],[40:0-2-8,0-3-0] 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 0.81 Vert(LL) -0.15 27 nlr 120 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.13 Vert(TL) -0.18 27 nlr 90 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) -0.01 28 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 275 lb LUMBER BRACING TOP CHORD 2 X 4 SPF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, BOT CHORD 2 X 4 SPF 1650F 1.5E except end verticals. WEBS 2 X 4 SPF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2 X 4 SPF Stud/Std "Except' WEBS 1 Row at midpt 14-39, 13-40, 12-41, 11-42, 10-43, 15-38, ST1 2 X 4 SPF 1650F 1.5E, ST2 2 X 4 SPF 1650F 1.5E 16-37, 17-36,18-35 ST12 2 X 4 SPF 165OF 1.5E REACTIONS (lb/size) 50=323/44-0-8, 28=323/44-0-8, 39=256/44-0-8, 40=212/44-0-8, 41=200/44-0-8, 42=205/44-0-8, 43=204/44-0-8, 44=204/44-0-8, 45=204/44-0-8, 46=205/44-0-8, 47=200/44-0-8, 48=224/44-0-8, 49=114/44-0-8, 38=212/44-0-8, 37=200/44-0-8, 36=205/44-0-8, 35=204/44-0-8, 34=204/44-0-8, 33=204/44-0-8, 32=205/44-0-8, 31=200144-0-8, 30=224/44-0-8, 29=114/44-0-8 Max Horz50=153(load case 7) Max UpIift50=-114(load case 5), 28=-91(load case 6), 40=-19(load case 7), 41=-39(load case 7), 42=-33(load case 7), 43=-34(load case 7), 44=-34(load case 7), 45=-34(load case 7), 46=-33(load case 7), 47=-38(load case 7), 48=-17(load case 7), 49=-109(load case 6), 38=-17(load case 8), 37=-40(load case 8), 36=-33(load case 8), 35=-34(load case 8), 34=-34(load case 8), 33=-34(load case 8), 32=-33(load case 8), 31=-37(load case 8), 30=-23(load case 8), 29=-96(load case 9) Max Grav50=563(load case 2), 28=563(load case 3), 39=261(load case 2), 40=329(load case 2), 41=305(load case 2) , 42=312(load case 2), 43=310(load case 2), 44=311(load case 2), 45=310(load case 2), 46=313(load case 2), 47=301(load case 2), 48=352(load case 2), 49=126(load case 2), 38=329(load case 3), 37=305(load case 3), 36=312(load case 3), 35=310(load case 3), 34=311(load case 3), 33=310(load case 3), 32=313(load case 3), 31=301(load case 3), 30=352(load case 3), 29=126(load case 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-50=-527/101, 1-2=0/154, 2-3=-1 11 /104. 3-4=-72/174, 4-5=-50/145, 5-6=-49/159, 6-7=-26/162, 7-8=-3/162, 8-9=0/162, 9-10=0/177, 10-11=0/197, 11-12=0/218, 12-13=0/240, 13-14=0/253, 14-15=01248, 15-16=0/222, 16-17=0/192, 17-18=0/172, 18-19=0/162,19-20=0/162, 20-21=0/162, 21-22=-7/162, 22-23=-31/159, 23-24=-31/145, 24-25=-51/174, 25-26=-89/104, 26-27=0/154, 26-28=-527/86 BOT CHORD 49-50=-138/131, 48-49=-138/131, 47-48=-138/131, 46-47=-138/131, 45-46=-138/131, 44-45=-138/131, 43-44=-138/131, 42-43=-138/131, 41-42=-138/131, 40-41=-138/131, 3940=-138/131, 38-39=-138/131, 37-38=-138/131, 36-37=-138/131, 35-36=-138/131, 34-35=-138/131. 33-34=-138/131, 32-33=-138/131, 31-32=-138/131, 30-31=-1381131, 29-30=-138/131, 28-29=-138/131 WEBS 14-39=-229/0, 13-40=-297/38, 1241=-273/58, 11-42=-280/53, 10-43=-278/53, 9-44=-279/53, 8-45=-278/53, 746=-280/53, 6-47=-271/54, 448=-313/51, 3-49=-122/125, 15-38=-297/36, 16-37=-273/59, 17-36=-280/53, 18-35=-278/53, 19-34=-279/53, 20-33=-278/53, 21-32=-280/53, 22-31=-271 /53, 24-30=-313/54, 25-29=-1221125 Continued on page 2 Job Truss Toss Type Qty Ply �f'^t�./RNDYHILL/SMITH/10-26(ID)H 05609 H1G F TRUSS 1 1 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MTek Industries, Inc. Wed Oct 2615:32:05 2005 Page 2 NOTES 1) 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" 2) TCLL: ASCE 7-98; Pf=35.0 psf (flat roof snow); Exp Q Fully Exp.; L= 45-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 18.0 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 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 50, 91 lb uplift at joint 28, 19 lb uplift at joint 40, 39 lb uplift at joint 41, 33 lb uplift at joint 42, 34 lb uplift at joint 43, 34 lb uplift at joint 44, 34 lb uplift at joint 45, 33 lb uplift at joint 46, 38 lb uplift at joint 47, 17 lb uplift at joint 48,109 lb uplift at joint 49, 17 lb uplift at joint 38, 40 lb uplift at joint 37, 33 lb uplift at joint 36, 34 lb uplift at joint 35, 34 lb uplift at joint 34, 34 lb uplift at joint 33, 33 lb uplift at joint 32, 37 lb uplift at joint 31, 23 lb uplift at joint 30 and 96 lb uplift at joint 29. 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 Tess Type Qty Ply IV"r'r:./RNDYHILUSMITH/10-26(ID)H Q5609 H2 *WdF TRUSS 1 �✓ 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403. JEROD 6.200 s Feb 112005 MTek Industries, Inc. Wed Oct 2615:32:12 2005 Page 1 5-8-11 11-1-14 16-7-1 22-0-4 27-5-7 32-10-10 38-3-13 1 44-0-8 5-8-11 5-5-3 5-5-3 5-5-3 5-5-3 5-5-3 5-5-3 5-8-11 Scale =1:73.8 8x10 MT18H= 21 20 19 18 22 17 16 15 14 13 12 11 8x10 = M14 MT16H= 12x12 = 10x10 = 8x8 WB= 8x8 WB= 8x8 = 8x8 = 5x12 = 6x10 = 12x12 = 5-8-11 11-1-14 1 16-7-1 1 22-0-4 27-5-7 32-10-10 38-3-13 44-0-8 5-8-11 5-5-3 5-5-3 5-5-3 5-5-3 5-5-3 5-5-3 5-8-11 LOADING (psf) SPACING 1-0-0 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plates Increase 1.15 TC 0.70 Vert(LL) -0.4518-19 >999 240 MT20 187/144 TCDL 8.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.76 18-19 >683 180 MT20H 160/128 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(TL) 0.19 11 n/a n/a MT18H 197/144 BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 674 lb LUMBER BRACING TOP CHORD 2 X 4 DF 240OF 2.0E 'Except' TOP CHORD T3 2 X 6 DF 240OF 2.0E BOT CHORD 2 X 8 DF 195OF 1.7E BOT CHORD WEBS 2 X 4 SPF 1650F 1.5E'Except* WEBS W 1 2 X 4 SPF Stud/Std, W2 2 X 4 SPF Stud/Std W4 2 X 4 SPF Stud/Std, W10 2 X 4 SPF Stud/Std W12 2 X 4 SPF Stud/Std, W13 2 X 4 SPF Stud/Std EV1 1.5 X 9.5 LSL Truss Grade, WCL2 2 X 6 DF No.2 EV21.5 X 9.5 LSL Truss Grade REACTIONS (lb/size) 21=14740/0-5-8.11=10041/0-5.8 Max Horz 21 =64(load case 6) Max Uplift2l=-4227(load case 3), 11 =-1 914(load case 3) Max Grav 21 = 1 5054(load case 2), 11 =1 0041 (load case 1) Structural wood sheathing directly applied or 3-9-10 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 3-18, 4-16 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-20166/5570, 2-3=-19309/5183, 3-4=-15601/3981, 4-5=-11798/2807, 5-6=-11720/2857, 6-7=-13371/3014, 7-8=-14501 /3093, 8-9=-14565/2939, 9-10=-13717/2773, 1-21=-12345/3301,10-11=-8518/1481 BOT CHORD 20-21=-1167/4072,19-20=-4931/17847, 18-19=-4655/17316, 18-22=-3529/13824, 17-22=-3529/13824, 16-17=-3529/13824, 15-16=-2615/11903, 14-15=-2615/11903,13-14=-2693/13003, 12-13=-2398/12191, 11-12=-448/2558 WEBS 2-20=-551/728, 2-19=-792/389, 3-19=-1936/5277, 3-18=-5360/1729, 4-18=-2431/7164, 4-16=-6625/2065, 5-16=-2705/10145, 6-16=-2866/321, 6-14=-700/3042, 7-14=-1733/203, 7-13=-498/1599, 9-13=-362/1073, 9-12=-1108/119, 1-20=-3849/14087, 10-12=-2002/9888 NOTES 1) 2-ply truss to be connected together with 0.131"x3" Nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 -1 row at 0-9-0 oc, 1.5 X 9.5 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 8 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 -1 row at 0-9-0 oc, 2 X 6 - 2 rows 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 a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) All plates are MT20 plates unless otherwise indicated. Continued on page 2 Job Truss T^-ss Type Qty Ply P""C,,./RNDYHILUSMITH/10-26(IO)H Q5609 H2 F TRUSS 1 2 Job Reference (optional) STOCK COMPONENTS -IF, Idaho Falls, ID 83403, JEROD 6.200 s Feb 112005 MiTek Industries, Inc. Wed Oct 2615:32:12 2005 Page 2 NOTES 8) Bearing at joint(s) 21, 11 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 4227 lb uplift at joint 21 and 1914 lb uplift at joint 11. 10) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI I. 11) Girder carries tie-in span(s): 34-0-0 from 0-0-0 to 17-0-8;16-0-0 from 17-0-8 to 44-0-8 LOAD CASE(S) Standard 1) Snow: Lumber lncrease=1.15, Plate Increase=1.15 Uniform Loads (pif) Vert: 1-5=-43, 5-10=43, 21-22=-812(F=-804), 11-22=-353(F=-345)