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Home My WebLink AboutTRUSSES - 06-00598 - 556 Woodbridge St - New SFRK | �4��7-�} _ | ____11�1�____| ____M��_____ I . . . c� _—\ / r Job toss Type Oty Ply -_ __�CONST-REXBIIRG SumnutTruss, St Artthon , ID, Mark Mangum FINK 13 1 1056 iA Y -- - --- - ---- .. - - -- __-- •- _-- --..l_-- mob Reference (optional) 6.300�s Jul 112008 MiTek Industries__- -- _. Inc. Thu Sep 0715.20.52 2006 Page 1 -2-0-0 - - 6-4-9 _ . _ .. _ _ 12-3-8 ---- —�— - -- - -- - - - 18-2-7 - - 247-0_ .- - - -- 26-7-0. _ 2-0-0 6-4-9 5-10-15 5-10-15 6-4-9 2-0-0 6c"-1s60 e 1 10 9 6 3m �`... U4 - 3a4 = U4 - 3w -- - -- —. B-4-3_ - -- 247-0 8-4-3 7-10-10 8-4-3 -- - -- - - Plate OtTsets X, - �� _i�_0-8-1.0-0-10�,_j6.'0�8-1.0.0_10]_- --- -- -- -- - -- -- --- - --- --- - .._ . - ---- — -- - - - — LOADING (ps0 TCLL 35.0 SPACING 2-0-0 Plates Increase 1.15 CSI TC 0.53 DEFL- -- Vert(LL) in (loc) Udell A Ud �= PLATES - GRIP 1 -0.12-10 >999 TCDL 8.0 Lumber Increase 1.15 BC 0.48 Vert(M) 240 MT20 197/144 -0.2-10 >999 180 BCLL 0.0 BCDL 8.0 Rep Stress Incr YES Code IRC2003(rPI2002 WB 026 (Matrix) Horz(TL) 0.06 6 Na n/a - — -1 -- Weight: 93 lb LUMBER BRACING --- - ----- -- -- TOP CHORD 2 X 4 SPF No.2 SOT CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-6 oc porters WEBS 2 X 4 SPF Stud BOT CHORD Rigid telling directly applied or 10.0 cc bmcin.0 g REACTIONS (lb/size) 2a1428/0-5-8, 6=1428/0.5-8 Max Horz 2=-232(load case 3) Max Uplift2=315(toad case 5). 6=-315(Ioad case 6) FORCES (lb) - Maximum Compression/Maldmum Tension TOP CHORD 1-2==. 2-3-189=70, 3-4--1638/307, 4-5z-1638=7, 5.6--189s270, 8-7=0/89 BOT CHORD 2-10--24511504, 9-10=4&1028, 8-9r-65H028, "--120H504 WEBS 3-10-453/235, 4-10=139/805, 4-8a-139/605, 5-8=-453/235 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; 11=2511; TCDLs4.8psf; BCDL=4.8psf; Category 11: Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This Miss has been designed for a 10.0 psf bottom chord live load nonconezurent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of tress to bearing plate capable of withstanding 316 lb uplift at joint 2 and 316 lb uplift at joint 6. 6) This Mess 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 �3 Type C-ONST-REXBURG1056 - t ;AG i GABLE Summit Truss, St Anthony, ID, 1 1 Marts Mangum 6.300 s Jul 112006 MTek Industries, Inc. Thu Sep 0715:29:53 2008 Page 1 12-3-8 ---------- - - - - .. - - - - 247-0 - -- 26-7-0 2-0-0 12-3-8 12-3-8 2-0-0 sd. • 1.60 4.4 a a 10 toofiz 4 I i 12 ] - 1] I is I _ U4 _ 36 F--- - - --- -- - -- - - - --- 247-0 247-0 ----- --- - - Piste onsets tA,Tit.12 o-4-3.0-1-81,_ -_------ -- -- LOADING (psf) SPACING 2-0-0 CSI DEFL In I _ _ _ (loc) Vdefl Ltd PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.06 15 n/r 180 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.17 Vert(TL) -0.08 15 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 14 rda rda BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight 114 lb LUMBER BRACING - TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (tb/size) 2a389/24-7-0,14= =4-7-0, 2lal80/247-0, 23=2031247-0, 24=206R47-0, 25=197/24-7-0, 26=23=4-7-0, 27=11724-7-0, 20=203/247-0, 19a206/24-7-0,18=197R47-0. 17-23024-7-0,16=117/24-7-0 Max Hom2a-232(ioad case 3) Max UprM--116(ioad case 5).14--152(ioad case 6). 23a-66(krad case 5). 24=-780oad case 5). 25a-66(toad case 5), 26a-100(ioad case 5). 27a-21(krad case 4), 20-62(load case 6), 19z4M(load Case 6).18a-660oad ca 6),17a-100(load caw 6),16=19(load cue 3) Max Grav2a389(load case 1).14a389(load case 1). 21=180(load case 1). 23=210(load case 7), 24=206(load case 1). 25=197(ioad case 7), 26-230(load case 1). 27=117(lood case 7). 20410(load case 8), 19=206¢oad case 1),18=197(load case 8).17a230(load case 1),16=117(load case 8) FORCES (Ib) - Maximum CompressioiWaximum Tension TOP CHORD 1-2=0187, 2-3a-187/153, 3.4=-149/140, 4-5--111/137, 5-6'-73/148, 6-7=40182, 7-8=-66/207, 8.9---68/197, 9-10=-68/146,10.11=4W7, 11-12=-69/48,12-13--64/50,1&14=-97/63,1415a0/87 BOT CHORD 2-27-29/175. 26.27--29/175. 25-26=29/175, 24-25=-29/175, 23-20-29/175. 22-23=-29/175, 21-22--291175, 20-21=-29/175,19-20=-29/175, 18-19-29/175, 17-18--29/175,16-17-29/175,14-16=-29/175 WEBS 8-21--148M, 7-23a-179/86, 6-24-173/96, 5-25-170/89, 4-26=-182/103, 3-27=-138/59, 9.20-179/82, 10-19-173/98,11-18=-170/89, 12-17=-182/103,13-16=-138/58 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98:90mph; h=25ft; TCDL=4.8psf; BCDL-4.8psf, Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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" 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 2x4 MT20 unless odwwWse indicated. 6) This truss requites plate Inspection per the Tooth Coats Method when this truss is chosen for quality assurance Inspection. 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 116 lb uplift at joint 2.152 lb uplift at joint 14. 66 Ib uplift at joint 23. 78 lb uplift at joint 24. 66 lb uplift at joint 25,100 lb uplift at joint 26. 21 tb uplift at joint 27. 62 lb uplift at joint 20. 80 lb uplift at joint 19. 66 tb uplift at joint 18.100 lb uplift at joint 17 and 19 lb uplift at joint 16. 10) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. LOAD CASE(S) Standard Job - - Truss Type ------ - — - -- Q1y- Ply - 'ONST-REXBIJRG 1056 B * MMON 1 1 .lob Reference (optional Summit Truss. St Antihony, ID, Mark Mangum 6.300 s Jul 112006 MTek Industries, Ina Thu Sep 0716:29:63 2006 Page 1 -2-0-0 --- --- 5-11-12V--_ -- - — -- ---- - --- 11-11-8- ---- - - ----13-11-8- - 2-0-0 5-11-12 5-11-12 2-0-0 scm • 1259 N a 3 a aE _ a T- zoo �,i 0 5-11-12 11-11-8 5-11-12 5-11-12 �. [ -, Plate Offsets X t2.0-2-4 a1-8 a:o•2-- o-1`8j _ _ — —--__�--- - _. __ __.- -------. --- --- ------ _ --- ---- - -- - — LOADING (psf) SPACING 240-0 CSI DEFL In (loc) Udell Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.02 2-6 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.06 2-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0.01 4 nla n/a BCDL 8.0 Code IRC2003ITP12002 (Matrix) Weight: 39 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 644 oc pudins. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid calling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=785/0-5-8, 4=7851D-5-8 Max Horz 2=-116(load case 3) Max Uplift2=217(load case 5), 4-217(load case 6) FORCES (lb) - Maximum Compression/Maxinrwn Tension TOP CHORD 1-2=0/89, 2-3=709/89, 3-4-709/88, 4-5=0/89 BOT CHORD 2.6= 4/496, 4-6=-4/496 WEBS 3-6=W33 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL-4.8pst; Category II; Exp C; enclosed; MWFRS gable end zone, cantilever left and right exposed : end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint 2 and 217 lb uplift at joint 4. 6) 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 - - -f - T :ONST-REXBURG 1056 BG GABLE --- - - - - ---- - -- 1 _.�------ _ lJob Reference Summit Truss, St Anthony,I0, Mark Mars toptiorse�-- -------- g 6.300 s Jul 11 2006 MiTek Industries, Inc. Thu Sep 0715:29:54 2006 Page t �m =2-0-0-- ---- - - - -- 5-11-12------ -- - 11-11-8 2-0-0 5-11-12 5-11-12 2-0-0 - snr - 1 Zb Y a7.0072 1 384 4 S 20 11 20 1' m 1. 11-11-$ Plate offsets (X.: [2:0-2-3.0-l-a1,_.Cs:0-2-3Jo-1-el.__----- LOADING (ps1) SPACING 2-0-0 CSI DEFL In (loc) Vdefl Ud _ PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.06 7 n/r 180 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.10 Ven(TL) 4.06 7 n/r 80 BCLL 0.0 Rep Stress tncr YES WS 0.07 Horz(TL) 0.00 6 Na n/a BCDL 8.0 Code IRC2003/TPI2002 (Matfix) Weight: 44 lb LUMBER BRACING - - --- — TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purfins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceifing directly applied or 10.0.0 oc bracing. OTHERS 2 X 4 SPF Stud REACTIONS (lb/size) 2=411/11-11-8, 6=411/11-11-8, 9=116/11-11-8,10=319/11-11-8, 8=319/11-11-8 Max Horz 2=-116(load case 3) Max UpIM2a-163(load case 5), 6r-185(load case 6).10a-71(load case 5), 8=70(load case 6) Max Grev2r-41l(load case 1). 6=41l(load case 1), 9a116(load case 1).10=3220oad case 7), 8=322(Wd case 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2a0187, 2-3=106185, 3.4=-71/113, 4-5r-71/104, 5$-106/73, 6.7a0/87 BOT CHORD 2-10a-8/110, 9-10a-8/110, 8-9--41/110, 6-8r-8/110 WEBS 4-9a-91/0, 3-10=-278/130, 5-8-278/129 NOTES 1) Unbalanced roof Elve loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph: h=25ft; TCDL=4.8pst. BCDL=4.BpsF, Category 11: Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOLa1.33. 3) 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" 4) This truss has been designed for a 10.0 psf bottom chord live bad 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) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 24-0 oc. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2,185 lb uplift at joint 6, 71 lb uplift at joint 10 and 70 tb uplift at joint 8. 9) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Type --------- - ----- - - - - - - 1056 C1 MONO TRUSS Sunsmit Truss, St Anthony, ID, MaAc Ntangurn - 5--8-10 2-9-15 5-8-10 t ONST-REXBURG - - - - - - 2- - -- - -, JobReference--- - 6.300 s Jul 11 2006 MTek Industries, tn-e. Thu Sep 0715:2954 2006 Page 1 11-3-0 - 5-" Sew • 1252 as s 4 5-8-10 -- — --- 11-3-0 - 5-8-10 Plate OtTsets-X,Y): [2:0-1-11,Ed e - - — --- - -- - - - - — - — - --------r-- -- - --- LOADING (psi) iu SPACING 24.0 CSI DEFL In (loc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.04 2-8 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.63 Vergn) -0.07 7-8 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.02 7 rt/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 44 lb - LUMBER BRACING - - - - TOP CHORD 2 X 4 SPF 165OF 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purEns, except end verticals. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 1040 oc bracing. WEBS 2 X 4 SPF Stud -Except- 4-7 2 X 4 SPF No.2 REACTIONS (Ebisize) 2=828/0.5-8, 7-1038/0-5-8 Max Harz2=328(load case 4) Max Uplift2-228(load case 6), 7=-317(load case 5) FORCES (Ib) - Maximum Compression/Maxtmum Tension TOP CHORD 1-2=0/992, 2-3=-1008139, 3-45-264/88, 4-5=-18/0, 4-7=-5361272 BOT CHORD 2411-228/884, 7-8r-2281884, 6-7--W WEBS 3.8--0/236, 3.7-867/230 NOTES 1) Wind: ASCE 7-98: 90mph: h=25ft; TCDL=4.8psf; BCDL=4.8ps . Category II; Exp C: enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33. 2) This truss is not designed to support a calling and Is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord lire load nonconament with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 228 lb uplift at joint 2 and 317 lb, upM at joint 7. 6) 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. 7) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert:1-2=-86 Trapezoidal Loads (pt0 Vert 2=-0(F=S, 13-8)-to-6=45(Fa-15, B=15), 2a-5(F=41, B=41)-to-4=237(Fa-76, B-76), 4=-167(F=76. B=-76)-to-5=-173(F-79, 8=-79) �56 i � Truss - Type - --- - - --__- --^ ----- r� -- _.OI�ST-Rt:XBURG---- 10- -- - -- - -- - - - CIA .TXCK 4 1 - - - - - - -. - -- - ---- - 1Job Reference SummitTruss, St Anthony, ID, Mark Mangum 6.300 s Jul 112006 MITek Industries, Inca Thu 8-0-0 15-.29.--64 2006 Page 1 2-0-0 5-11-12 ' seats • 1 191 7.00;12 I 2 4 1 2M CSI LOADING (psf) SPACING 24).0 TCLL 35.0 Plates Increase 1.15 TC 0.53 TCDL 8.0 Lumber Increase 1.15 BC 0.30 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 8.0 Code IRC2003ITP12002 (Matrix) LUMBER TOP CHORD 2 X 4 SPF No.2 SOT CHORD 2 X 4 SPF No.2 REACTIONS (lb/sfze) 3=196/Mechanical, 2=521/0-5-8, 4=44/Mechanical 5-11-12 5-11-12 DEFL in (loc) Udefl Ud PLATES GRIP -- — - Vert(LL) -0.06 2.4 >999 240 MT20 197/144 Vert(TL) -0.12 2-4 >540 180 Horz(TL) -0-W 3 nla n/a Weight: 18 lb BRACING � � _-_ -- — ---- --- - --- - - --- TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purfins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Max 1-1=2=2090oad case 5) Max UpING-101(load case 5). 2=-161(load case 5) Max Gmv3=19%load case 1), 2=521(bad case 1). 4=99(ioad case 2) FORCES (ib) - Maximum CompressionfMaximum Tension TOP CHORD 1-2--W89, 2-3=-146J78 BOT CHORD 2-4=010 NOTES 1) Wind: ASCE 7-98; 90mph; 14=25111; TCDL=4.8W, BCDL=4.8ps , Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever felt and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord rive load nonconcum3nt with any other live !Dads. 3) This truss requires prate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint 3 and 161 lb uplift at joint 2. 6) This truss Is designed In accordance v th the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Job - - - Truss ype Qty Ply TNST•REXBURG --- 1056 JACK 4 1 Summit Truss. St Anthony. !D-Marc Mangum , —`J -- - -- - - - -- - - -- - Job Reference (oplionalL_--- -_ _6.300 s Jul 11 2006 MiTek Industries. Inc. Thu Sep 0715:29:65 2006 Page 1 -- -----2-0-0 ..---- ------ - - -- 3-11-12 2-0-0 3-11-12 3 Sew -114T 7mr-If 2 a4 = 3-11-12 3-11-12 LOADING (psf) SPACING 24-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.01 24 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 SC 0.21 VeR(TL) -0.02 2-4 >999 180 BCLL 0.0 Rep Stress Inca YES WB 0.00 HorzM) -0.00 3 n/a n/a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight: 13Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-12 oc purtins. SOT CHORD 2 X 4 SPF Stud BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 3z87/Mechanical, 2=442/0 ". 4s28/Mechanical Max Horz 2-161(bad case 5) Max Uplift3s-38(load case 5), 2s-170(load case 5) Max Grav3s87(load case 1), 2a442(load case 1), 4=63(toad case 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/89, 2-3=-116J30 BOT CHORD 2-4a010 NOTES 1) Wind: ASCE 7-98; 90mph; h=25ft: TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical loft and right exposed; Lumber DOLa1.33 plate grip DOL=1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wlth any other live toads. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss eormectlons. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstand'uug 38 tb uplift at joint 3 and 170 lb uplift at joint 2. 6) This truss is designed to accordance with fhe 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss T�pe -----__-- - ----- - - ---------- --- Qty Ply TLNST-REXBURG i Summit Trs, St Anthony,1D. Manic Mangum JACK - _....._ _ . _.. -. - -4 - 6. _-_ --_ _.-- -- -----1JobReference1o�tional} - - - -us300 s Jul 112006 MITek Industries, Inc. Thu Sep 071529:55 2006 Page i -2-0-0 1-11-12 2-0-0 1-11-12 8eNe - 1 102 LOADING (psf)--T--___ TCLL 35.0 TCDL 8.0 BCLL 0.0 BCDL 11.0 LUMBER TOP CHORD 2 X 4 SPF N0.2 BOT CHORD 2 X 4 SPF Stud i SPACING 240-0 Plates Increase 1.16 Lumber Increase 1.15 Rep Stress Incr YES Code IRC20031TP12002 - 1-11-12 1-11-12 CSI DEFL In (toe) Well Ud i- — PLATES GRIP TC 0.46 Vert(LL) -0.00 2 >999 240 MT20 197/144 BC 0.06 Vert(TL) -0.00 2.4 >999 180 WB 0.00 I Horz(TL) -0.00 3 Na Na (Matrix) - - - Weight: 8lb BRACING --- - - - TOP CHORD Structural wood sheathing directly applied or 1-11-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2a381/0-5-8, 4=15/MechanW, 3-21/Mechanical Max Horz2-117(Ioad case 5) Max Uptift2-188(Ioad case 5), 3=-21(kmd case 1) Max Grev2-381(load case 1), 4=34(load case 2), 3-34(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2a0/88, 2-3--97/17 BOT CHORD 2-4-M NOTES 1) Wind: ASCE 7-98; 90mph; h=251t; TCDL-4.8pst; BCDL-4.8psF, Category 11; Exp C: enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vef*d left and right exposed; Lumber DOL-1.33 plate grip DOL-1.33. 2) This truss has been designed for a 10.0 psf bottom chord Gve load nonconmwent with any other rive loads. 3) This truss requires plate Mspedion per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Refer to girder(s) for truss to truss connections. 5) Provide medwical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2 and 21 lb uplift at joint 3. 6) 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 - --- - 1056 I D Summit Truss. St Anthony, ID, Mark Mangum -2-0-0 6-1-9 2-0-0 6-1-9 -- -j Type ----- �- -� 11-9-8 5-7-15 Qty v i Ply ^ONST-REXBURG -- ------ -�— - 14 1 1 Job Reference (gp#Onsl) 6.300 s Jul 112008 MTek Mdustries. Inc. -Thu Sep 0715:29:55 2006 Page 1 17-5-7 23-7-0 25-7-0 5-7-15 6-1-9 2-0-0 sea•1ua a[4 7.00r12 b, , 6 -s �J 1 sm to o e 8-0-3 1 1 B-0-3 7-6-10 8-0-3 Plate Offsets cx%-_J2;a&1,0-a1o1.-L6:as-t,0-o-1a -_- -- - -- _ - -- - _— - -- - - -- — LOADING (psf) SPACING 2-0-0 CSI DEFL In (bt:) l/detl L/d , PLATES GRIP TCLL 35.0 Plates Increase 1.16 TC 0.63 Vert(LL) -0.09 2-10 >9% 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.22 2-10 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 90lb BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. ,LUMBER BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2-1377fil5".6=1377/0-5-8 Max Horz2=223(load case 4) Max UpIIR2-307(load case 6), 6=-307(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/89. 2-3=-1808/255, 3-4r-15611291, 4.5=-1561/291, 5-6=-1808/255, 6-7=0189 BOT CHORD 2-10a-230/1432.9-10=-611981, 8-9-61/981.6-8=-112/1432 WEBS 3-10=-430M. 4-10=-130/574, 4-8-1301574. 5-8-430/223 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psi; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Cotmt Method when this truss is chosen for quality assurance inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 Ib uplift at joint 2 and 307 lb uplift at joint 6. 6) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard Job- --- ---- Truss ype 1056 D1 COMMON Summit Truss, St Anthony, ID, Mark Mangum -^ f 4-4-14 —_}_— 8-0-12 _ 4-4-14 3-7-14 402 3 'Qty P'--- ly � NST-REXBURG 1 2 r Job Reference (PlAgnaq - --- - -- — 6.300 s Jul 112006 MITek Industries, Inc. Thu Sep 0715:29:56 2006 Page 1 -- 11-9-8 ----- - -- _ 15-6-4 - 19-2-2 ---� - 23-7-0 - 3-8-12 3-8-12 3-7-14 4-4-14 scam -,:r a as 2 I ,2 ++ to ya tkine Iwo = 4912 e e e IWO e � m ern 4-4-14 -- 8-0-12. - - - - - 11-9-8 - -- - _ 15-64. -- -- - 19-2-2 --- - 23-7-0 4 4-14 3-7-14 3-8-12 3-8-12 3-7-14 4-4-14 _-_- LOADING (psi) SPACING 24-0 CS1 DEFL in (loc) t/defl Ud PLATES GRIP TCLL 35.0 Plates increase 1.15 TC 0.69 Vert(LL) -0.23 9.10 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.39 9.10 >714 180 SCLL 0.0 Rep Stress Incr NO WB 0.96 Horz(fL) 0.11 7 Na Na BCDL 8.0 1 Code IRC20031TPI2002 --- --(Matrix) Weight: 277 tb LUMBER BRACING TOP CHORD 2 X 4 SPF 16WF 1.5E TOP CHORD Structural wood sheathing directly applied or 3-5-10 oc pudins. BOT CHORD 2 X 6 SPF 210OF 1.8E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 SPF Stud *Except* 3-112 X 8 DF 195OF 1.7E. 4-10 2 X 4 SPF No.2. 5-9 2 X 8 DF 195OF 1.7E WEDGE Left: 2 X 8 DF 195OF 1.7E, Right: 2 X 8 DF 195OF 1.7E !, REACTIONS (Ib/size) 1-7938/0-5-8, 7=5999/0-5-8 Max Horz 1-214(Ioad case 3) Max Upliftl-1737(load case 5), 7=-1280(load case 6) FORCES (Ib) - Maximum Compressfon/Maximum Tension TOP CHORD 1-2-12863/2797, 2-3-1058212322, 3.4---8241/1857, 4-5=-824011856, 5.6=10986/2396, 6.7Q-11071/2361 BOT CHORD 1-12-2456/10953,11-12-2456/10953,10.11-196919063, 9.10-1951/9412, 8-9=-1957/9387, 7-8=-1957/9387 WEBS 2-12=-484/2274, 2-11=2309/593, 3-11-764/3387, 3-10=-31781802, 4-10=-1744R820, 5-10-37381904, 5-9=882/4030, 6-9=167/287, 6.8-188/97 NOTES 1) 2-ply truss to be connected together with 10d (0.131 W) 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 0-2-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 8 - 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-98; 90mph; h--25ft; TCDL=4.8pst; BCDL=4.Spsf; Category 11; Exp C; enclosed: MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL--1.33. 5) This truss has been designed for a 10.0 psi bottom chord rive 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1737 lb uplift at joint 1 and 1280 Ib uplift at joint 7. 8) This truss Is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. 9) Girder carries tIe-In span(s): 24-0-0 from 0.0-0 to 154" 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2999 lb down and 660 lb up at 1544 on bottom chord. The design/selection of such connection devlce(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Regular: Lumber Increase=1.15, Plate Inkxease=1.15 Uniform Loads (Taff) Vert 14--86, 4-7=-86, 1-9�--577(F-561), 7-9--16 Concentrated Loads (ib) Vert: 9-2999(F) Job Truss `Type pry -- Ply ;ONST-REXBURG - — --- 1056 DG #BIELt 1 1 Surtnrtrit Tniss, St Anthony. ID, Mark Mangum - - -- - --- -- fob Reference optiorsag--- _ ang 6.300 s Jul 11 2006 MITek Industries, Inc. Thu Sep 07 15:29:57 2006 Page 1 -2-0-0 -- 6-1-8 - - -- ------ - - 11-9-8_ -- - - - -- -- - 17-5-8 - - - - - 23-7-0--- — - - - 25-7-0_ . 2-0-0 6-1-8 5.8-0 5-8-0 6-1-8 2-0-0 sew - 1 M.4 5 3 i vi " - _ - — - - - - I -- - - - — • - - - ----- ---- �-=- 1rd - 10 9 34A = ad - 6 2c4 _ - 8-0-3 _ -- -- - .. - 15-6-13 23-7-0 — 8-0-3 7-6-10 8-0-3 Plate Offsets (X.Yj: [2:0.8.0,0-0-101, LO-2-0.0.0-8�_ ---- - _ [6.0-8-0.0.0.10jL9_0_3-0,0.0-4 - -- - --- — � ------ - -- LOADING (psf) SPACING 2-0-0 CSI DEFL In ¢oc) Well Ud PLATES GRIP `- — - TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.09 6-8 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.45 Vert(fL) 422 6-8 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) -- Weight: 130 lb LIiMBER BRACING ----- — - - ------- -- — TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purtins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rlgid ceiling directly applied or 10-" oc bracing. WEBS 2 X 4 SPF Stud OTHERS 2 X 4 SPF Stud REACTIONS (Ib/size) 2-1377/0.5-8, 6=1377/0-" Max Horz 2-223(load case 3) Max Upiift2=-307(losd case 5), 6a-307(load case 6) FORCES (lb) - Maximum CompressionlMaximum Tension TOP CHORD 1-2=0=, 2-3--18=65, 3-4--1561/291, 4-5--1561/291, 5.6=-1808/255, 6-7--(M BOT CHORD 2-10 =-230/1432, 9-10-61/981, 8-9-61/981, 6-8--11211432 i WEBS 3-10=-430/223, 4-10=130/573, 4-8-1301573, 5-8=-4301223 NOTES 1) Unbalanced roof rive loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) 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 Detair 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 20 MT20 unless otherwise Indicated. 6) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance Inspection. 7) Gable studs spaced at 24.0 oc. 8) Provide mechanical connection (by others) of Imes to bearing plate capable of withstanding 307 tb uplift at joint 2 and 307 lb uplift at joint 6. 9) This truss is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard Truss -- --- Type ---- -7 --r _ 'ONST-R'EXBURG - - - - - Job i kPly 1056 ! E ; T Weo HIP 2 1 L/ Summit Truss, St Anthony, tD, Mark Mangum 6.3W s Jul 112008 �-�ek Industries, Inc, Thu Sep 0715:29 58 2006 Page 1 _-2-0-0 4-4-8 8-0-0 12-10-15 17-11-9 23-_2-0 2-0-0 4-4-8 3-7-8 4-10-15 5-0-11 - -- -- - -5-2-7 - sew-1416 i i a.00ri s �2 1 u LOADING (psQ TCLL 35.0 TCDL 8.0 BCLL 0.0 BCDL 8.0 8-0-0 8-0-0 SPACING 2-0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code IRC2003/TPI2002 ee I: Ii 12 11 10 9 e ma = am be. enz ss j CSI TC 0.62 BC 0.51 WB 0.88 (Matrix) _ 12-10-15 _- -- 17-11-9 — - - _ _ -- 23-2-0 — 4-10-15 5-0-11 5-2-7 DEFL in (bc) I/defl Ud PLATES GRIP Vert(LL) -0.1910-12 >999 240 MT20 197/144 Vert(M) -0.3110.12 >872 180 Horz(TL) 0.06 8 n/a n/a LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD SOT CHORD 2 X 6 SPF 210OF 1.8E WEBS 2 X 4 SPF No.2 •Except• BOT CHORD 3-12 2 X 4 SPF Stud, 4-12 2 X 4 SPF Stud, 5-10 2 X 4 SPF Stud, 6.9 2 X 4 SPF Stud WEBS JOINTS Weight 118lb Structural wood sheathing directly applied or 2-54 oc purlins, except end verticals. and 24-0 oc puns (2-9-2 max.): 4-7. Rigid ceiling directly applied or 8.8-13 oc bracing. 1 Row at midpt 7-8, 5-9 1 Brace at Jt(s): 7 REACTIONS (Ib/size) 8=2999/Mechanlcai, 2-2735M-5.8 Max Horz 2--207(bad case 4) Max UpWtB--M%Ioad case 4), 2=-787(load case 5) FORCES (lb) - Maximum Compression/Maximum Tension ' TOP CHORD 1-2a0/94, 2-3--4498/1264, 3.4 =4251/1269, 4-5=-3921/1243, 5.6=.2725/884, 6-7a-2725/884, 7-8=-2509R67 BOT CHORD 2-12=1193/3756, 11-12a-1153/3579,10-11a-11S3/3579, 9-10=1271/3920, 8-9a-80/61 WEBS 3.12a-210/127, 4-12--488/1532, 4-10=210/590, 5.10a-W2/1023, 5-9=-1607/511, 6.9a-210/157, 7-9-1117/3581 NOTES 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h--25ft; TCDL=4.8psf BCDL=4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chard live load rmnconcurrent with any other live loads. 5) This truss requires plate inspection per the Tooth Count Method when this taus 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 938 Ib uplift at joint 8 and 787 lb uplift at joint 2. 8) This thus is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Girder carries hip end with 0-" right side setback, 8-0.0 left side setback, and 8-0-0 end setback. 10) Design assumes 4x2 (fiat orientation) puriins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 884 lb down and 330 tb up at 8-0-0 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the thus are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Regular. Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (0) Vert 1-4=-86, 4-7=43(F=43), 2-12=-16, 8-12--212(F=-196) Concentrated Loads (lb) Veit 12a-884(F) •Job - -- � Truss-- - -- - -- Type -- . - -- --- 1056 E1 MONO HIP Summit Truss, St Anthony. ID. Mark Mangum 'G1ty - IPIy ,ONST-REX8URG - 2 1 I� _- -_-� _-- IJob Reference (optionap 6.3W s Jul 112006 MITek Industries, Inc. Thu Sep 0715:29:58 2006 Page 1 _ -2-" - ---- 5-2-13-- - --- - 104)-0 -- - -1-6-5-4- 23-2-0 2-0-0 5-2-13 4-9-3 6-5-4 - - --` 6-8-12 - - - - - sew•tne on - -s 7.00,;z a � Wit-• to 9 sk= a.= s 3 23-2_-0 10-0-0 6-5-4 6-8-12- - ---- - _ Plate Onsets X, 2:0.4-13 0-0-14- -•- -- -- - -- - - - - - _- _- LOADING (ps0 SPACING 2-0-0 TCLL 35.0 Plates Increase 1.15 CSt TC 0.79 Dt=FL Vert(LL) in (loc) f/detl Ud PLATES GRIP ---- - -020 2-10 >999 240 TCDL 8.0 Lumber increase 1. IS SC 0.65 Vert(TL) MT20 197/144 -0.45 2-10 >602 180 SCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.05 7 n/a n/a BCDL 8.0 Code IRC2003/TP12002 (Matrix) Weight: 101 lb LUMBER BRACING - -- -- -- - -- - - ---- -- -- TOP CHORD 2 X 4 SPF No.2 BOT CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purtins, except end verticals, WEBS 2 X 4 SPF Stud-Excepr and 240.0 oc purlins (6-3.6 max.): 4.6. BOT CHORD Rlgld ceiling directly applied or 9-11-9 oc bracing, 4-8 2 X 4 SPF No.2, 5-7 2 X 4 SPF No.2 WEBS 1 Row at mtdpt 4-8. 5-7 JOINTS 1 Brace at Jt(s): 6 REACTIONS (lb/size) 7=11521Medhanical.2=1370/0-S•8 Max Harz 2=253(tood case 4) Max Upri t7-246(load case 4). 2=-2940oad case 5) FORCES (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/89. 2-3a-1798/252. 3-4=-1427/230, 4-55-1004/247, 5.6-43/77. 6.7-255/100 SOT CHORD 2-lD=438H437. 9-10=-276/1147. 8-9a-276/1147. 7-8=-263/1001 WEBS 3-10=-393/186, 4-10=-8/368. 4-8= 297/72. 5-8=0/310, 5-7=1272273 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph• 11=2511; TCDL=4.6psf; BCDL=4.8psi; Category II; Exp C; enclosed; MWFRS gable end zone: cantilever left and right exposed; end vertical left and right exposed: Lumber DOL=1.33 plate grip DOL-1.33. 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 buss to bearing plate capable of withstanding 246 lb uplift at joint 7 and 294 lb uplift at joint 2. 1 8) 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. 9) Design assumes 4x2 (Rat orientation) puffs at oc spacing Indicated. fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job '- Tress --- - — �;ype ----------_- (jiy -- - ..-- - ---. --TT� f`)NST-REXBURG 1056 E2 HIP ---- - - —1MONO --- ----- :-- _I -- _ Job Referenceto tional------. Summit Truss, St Anthony, ID, Mark Mangum 6.300 s Jul 112008 MiTek Industries, Inc. Thu Sep 0715:28.59 2006 Page 1 -2-0-0 - -- 6-2-13 --- 12-0-0 17-5-4— - -- ---- - 23-2-0 2-" 6-2-13 5-9-3 5-54 5-8-12 scow • t 41.8 me - I -r I 1 315 " 7.00 F .f ti I I i 1 Sd tt m I- to St4 = 0 11 - o L h! - Slf -- 6-2-13 12-M 17-5-4 23-2-0 6-2-13 5-9-3 5-5-4 5-8-12 I_Plate Offsets (X. 2:04-1.0.0-10 _ ------ - ---- --. _--------- LOADING (psf) SPACING 24)-0 CSI DEFL in ¢oc) Vdefl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.06 9.11 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.40 Vert(TL) -0.12 9-11 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.05 7 n/a n/a SCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 111 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-4 oc pudtins, except end verticals, SOT CHORD 2 X 4 SPF No.2 and 2-0-0 oc purlins (6-U max.): 4-6. WEBS 2 X 4 SPF Stud -Except- BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-8 2 X 4 SPF No.2, 5-7 2 X 4 SPF No.2 WEBS 1 Row at midpt 6.7. 4-8. 5-7 JOINTS 1 Brace at Jt(s): 6 REACTIONS (Ib/size) 7=1152/0-&8.2a137010.5-8 Max Horz 2=301(load can 4) Max Upllft7-242(load case 4), 2=-306(E)ad case 5) FORCES (Ib) - Maximum Compression/Maximum Tension ! TOP CHORD 1-2=0/89. 2-3-1809/238, 3.4=-1250/211. 4-5=743/199, 5.6=-54/91, 6.7-216/92 BOT CHORD 2-11=,WW1429.10.11a-30911429, 9-10=4Ml429, 8-9-2531967, 748--213/740 WEBS 3-11=0/224.3-9=-575/197.4-9---55/403.4-8=-404/118.5-8=-51/411.5-7=-1141/237 i NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; 11=25it TCDL=4.8pst BCDL=4.8psF. Category II; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed: end vertical left and right exposed; Lumber DOL--1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord We load nonconcurrent with any other live bads. 5) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 242 Ib uplift at joint 7 and 306 Ib uplift at joint 2. 7) This truss Is designed to accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) Design assumes 4x2 (flat orientation) purluhs at oc spacing Indicated, fastened to tress TC w/ 2-10d nails. LOAD CASE(S) Standard !Truss Trpe -- — 'Ply -.-' t -4ST-REXBURG --- _ __-- -- ---- 1056 E3 FINK 2 1 ,rob Retererxxt (optional] Sumrnf Tniss, St Anthony, ID, Mark Mangum 6.300 s Jul l l 2006 MTek Industries, tnc. Thu Sep 0715:30:00 2006 Pagel 1---2-0-0 _._ -- - 648-14 - -.. - =- ----- 13-0-2 .. _ -- - - - --- 19-3-7 - - --- - - - 23-2-0. 2-0-0 6-8-14 6-3-5 6-3-5 3-10-9 ew4 • 1410 se - 4 7.OD(t2 214, - 304 e bt a • n N sdJ - 3" m = U4 = a4 - - -8-9-15 - - ---- -- - - - - - - ----17-2-5 - - --- - - - 23-2-0 -- - 8-9-15 8 4-6 5-11-11 Plate Offsets Q ,Y _12:0-8-1,0-0.10] LOADING (psf) SPACING 2-0-0 CSI DEFL In (bc) Well Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.12 2-10 >999 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.29 2-10 >949 180 BCLL 0.0 Rep Stress tncr YES WB 0.78 Horz(TL) 0.05 7 n/a Na BCDL 8.0 Code IRC20031TP12002 (Matrix) Weight: 96 lb LUMBER r T BRACING TOP CHORD 2 X 4 SPF Not TOP CHORD Structural wood sheathing directly applied or 3-9-10 oc purgns, except end verticals. BOT CHORD 2 X 4 SPF Not BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 SPF No.2 -Except- WEBS 1 Row at midpt 4-8 3.10 2 X 4 SPF Stud, 5-8 2 X 4 SPF Stud, 6-7 2 X 4 SPF Stud REACTIONS Qb/size) 2=1370/0-", 7-115210-5-8 Max Horz2=293(load case 4) Max Uplift2-3130ond case 5), 7-168(load case 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2-&W, 2-3,-177M264, 3-4a-1498/303, 4-5r-12201268, "=.128/65, 6-7=-152/63 BOT CHORD 2-10-267/1393.9-10=-75/875, 8-9=-75/875, 7-8-98/950 WEBS 3-10=486/251, 4-10=-149/658, 4-8z-99/264, 5.8=-139/179, 5-7-1306/175 NOTES 1) Unbalanced roof We loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=251t; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL-1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonoonc urrent with any other live bads. 4) This truss requires plate inspection per the Tooth Count Method when this muss Is chosen for quality assurance Inspection. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 tb uplift at joint 2 and 168 Ib uplift at joint 7. 6) 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 ,lob Truss Type - --- - ------ ply N$T-REXBURG -- --- - - - - - 1056 E4 -� SCISSORS 4 1 -. ___ __--------------__-•- --- . __4-_- �- ._ _,JobReferersoeto-ptionai�----- _ Summit Truss, St Anthony, ID, Mark Mangum 6.300 s Jul 112006 MITek Industries, Inc. Thu Sep 0715:30:00 2006 Page 1 �_ •2-0.0 1- 6-9-2 ---13-0.2- —----17-10-0 - - -- 23 2-0 2-0-0 6-9-2 6-3-0 4-9-14 54-0 SNM - 1 41 A 50 = 4 2s4 _ Sid - S 294 3= 12 6-9-2 _ _ _ 6-9-2 748-2 84-11 PlateOffsets�X, T 12o-?4.Ed0e1.1C:a2-11,-oalo], :04-0.03-10)- LOADING (psi) SPACING 24-0 CSI DEFL In poc) I/defl - Ud - — PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.29 7-8 >952 240 MT20 1971144 TCDL 8.0 Lumber Increase 1.15 BC 0.90 Vert(1'L) -0.53 7-8 >515 180 BCLL 0.0 Rep Stress Ina YES WB 0.80 Horz(TL) 0.38 6 n/a n1a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) Weight: 80 !b LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-8 oc purtins. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 7-9-12 oc bracing. WEBS 2 X 4 SPF Stud WEBS 1 Row at midpt 3-7 REACTIONS (lb/size) 6=114810-5-8, 2=1366/0-5-8 Max Horz2c258(load case 4) Max Uplift6 168(load case 6). 2=-310(load case 5) FORCES 0b) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0186. 2-"175/530, 3-4=-1955/277, 44-2724/393. 5-0=-3228/438 BOT CHORD 248z-5582698. 748. - 1/2701, 6-7=3442796 WEBS 341==58, 3-7=-10701372. 4-7-195/1869. 5-7-513/301 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98: 90mph; h=25ft; TCDL=4.8psf; BCDLn4.8psf; Category II; Exp C; enclosed; MWFRS gable end zone; cantilever !eft and right exposed; end vertical left and right exposed; Lumber DOLs1.33 plate (pip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Bearing at joint(s) 6, 2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 6 and 310 lb upiift at joint 2. 7) This truss Is designed in accordance with the 2003 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. LOAD CASE(S) Standard SCISSOR----- - ----- 3 -- -- _ _ --- --_ -- Tntss - - -___ -jTh: a Qb iPll1 - ST-REXBURG 1056 E5 1 _ - _ _- _1_-�-- -- - -- - -- .lob Reference�tional)— - -- --- - - . -' - -----_-_--- Sumetif Truss. St Anthoruy, ID, Mark Mangum `- - - - -- - f - -- 6.3 00 s Julul 112006 Mrrek tndustries, Inc. Thu Sep 07 15:30:012006 Page 1 .2-0-0 _ 6-9-2 - - - 13-0-2-- - -' 17-10-0 _-- 23-2-0 - - -- - 25-2-0 2-0-0 6-9-2 6-3-0 4-9-14 5-4-0 2-M scw • , as a w - 4 r-i 34 - a =-.-s 3AS -- --- - - - as '' aao;i2 54 a' - - - - - - 14-5-5- --- -- - - - - — 23-2-0 -- -- 6-9-2 748-2 8-8-11 plate onsets(X.l�__L_0_2-1.EdSe1,L-a_,Eagg1_,_ �2-0-0 -u--- -- LOADING (PSI) SPACING 1.15 C81 TC 0.71 DEFL in Vert(LL) -0.29 (loc) f/detl Ud PLATES GRIP 8.9 >937 240 MT20 1971144 TCLL 35.0 TCDL 8.0 Plates Increase Lumber Increase 1.15 i BC 0.78 Vert(TL) .0.54 8-9 >509 180 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.38 6 n1a n/a Weight 83 lb BCDL 8.0 Code IRC2003/TP12002 (Matrix) - •- --- --- -__ i LUMBER -- �� --------- BRACING TOP CHORD Structural wood sheathing directly applied or 24-15 oc purlins. TOP CHORD 2 X 4 SPF No.2 BOT CHORD Rigid telling directly applied or 8-1-5 oc bracing. BOT CHORD 2 X 4 SPF No.2 WEBS 1 Row at midpt 3-8 WEBS 2 X 4 SPF Stud REACTIONS (tb/size) 2=135SM-5-8, 6=135610-6-8 Max Horz 2=241(load case 4) Max Up[1112-310(load case 5), 6a-283(bad case 6) FORCES (Ib) - Maximum CompressioWaximum Tension TOP CHORD 1-2=0/86, 2-3=-31431511, 3.4r-1913rM. 4-6--2648/357, 5-6-3137/398, 6-7=986 BOT CHORD 2-9=-520/2670, 8-9a-523/2672, 6.8=-286/2676 WEBS 3.9=0/259, 3.8=-10731375, 4-8a-162/1797, 5-8-4621271 NOTES 1) Unbalanced roof ove loads have been considered for this design. 2) Wind: ASCE 7-98: 90mph: hr25ft: TCDL=4.8psf; BCDL=4.8ps$ Category II: Exp C: enclosed; MWFRS gable end zone; cantilever left and right exposed ;end vertical left and right exposed; Lumber DOL=1.33 plate grlp DOLa1.33. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss Is chosen for quality assurance inspection. 5) Bearing at joints) 2, 6 considers parallel to grain value using ANSUTPI 1 angle to gain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint 2 and 283 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 ANSVrPI 1. LOAD CASE(S) Standard Job - - -Tniss - - --- �s Type ipty OF- �CONST-REXBURG -- 1056 E6 f COMMON 8 1 ny►, 9 --- Summit Truss, St Anthony,', Mark Mangum.P_ _ - -----1JobReference o tiongl ._, 6.300 s JulJu111 2006 MiTek industries, Inc. Thu Sep 0715:30:02 2000�Pege 1- -2-0-0 2-5-8 -� - - _6-8-0 ---- �_ --_ 10-10-8 - -13-0-2_ ----17-11=5 — - - - 23-2-0 - - 2-0-0 2-5-8 4-2-8 4-2-8 2-1-10 4-11-3 5-2-11 sum • 1,41.4 so 1.00(ti 50 >e f � I .5 a 13 1 F 14 so = 50 t0 394 - Y 2-5-8 3-5-81 - - - -- 10-10-8_ - - 11-10-8 — 17-11-5 ---- ----- -- 23-2-0 _ 2-5-8 14)-0 7-5-0 14)-0 6-0-13 5-2-11 :- Plate Offsets(X 1Z,0_3,Edge 0-2-12a2-0j..L110-4-12,0.1-8 14:0.2-8t�d9e1_ - �_- ----- - .----------------_ ---- — --T -- - — -- - LOADING (psf) SPACING 24)-0 CSI DEFL in (loc) Well Ud PLATES GRIP- TCLL 35.0 Plates Increase 1.15 TC 0.54 Vert(LL) -0.21 12-13 >999 240 MT20 197/144 TCDL 8.0 Lumber tncrease 1.15 SC 0.67 Vert(TL) -0.44 12-13 >620 180 SCLL 0.0 Rep Stress Inca YES WB 0.71 Horz(TL) 0.19 9 n/a n/a BCDL 8.0 Code IRC2003/TPI2002 (Matrix) ----------- Weight: 116 lb :LUMBER BRACING -- --- - --- - —` - TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 248-1 oc puriins, except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid calling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 SPF Stud -Except- WEBS 1 Row at midpt 5-11 8-9 2 X 4 SPF No.2 REACTIONS (lb/size) 2=1370/0-5.8, 9=11521Mechanical Max Horz 2=293(load case 4) Max UpIiR2=313(load case 5), 9=1680oad case 6) FORCES (lb) - Maximum Compression Maximum Tension TOP CHORD 1-2=0/89, 2-3--1794/210, 3.4=-3331/500, 4-5=1514/259,"-1126/279, 6-7a-1097/248, 7-8=-1257/200, 8.9=1100H87 BOT CHORD 2-14=-267/1419,13-14=-323/1852,12-13=-345/1830,11-12a-181H724,10.11a-77/993, 9-10y20/125 WEBS 3.14=-1369276, 3.13=-232/1634, 4-13=-155/1355, 4-12-739/248, 5-12=-205/1647, 5-11=-1706/315, 6-11=-188/699, 7-11=.280/158, 7-10=-248/92, 8-10=4W20 NOTES 1) Unbalanced roof Uve toads have been considered for Oft design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDL=4.8psf, BCDL=4.8ps . Category fl; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed. end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) This truss has been designed for a 10.0 psf bottom chord live toad nonooncurrent with any other live loads. 4) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 5) Refer to gWer(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 313 lb uplift at joint 2 and 168 lb uplift at joint 9. 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 -- —7, type --- IQty — Ply NST-REXSURG - - -- --- - 1056 ; E7 HIP 1 1 -- - — - - Job Reference (optioorr� Q S�rnmlt Truss. St Anthony, ID. Mark Mangum 6 300 s Jul 112006 MTek Industries, Inc. Thu Sep 0715:30:03 2006 Page 1 -2-0-0 2-5-8 - - - - -- -?-2-12 _ 12-0-0 - 14-0-5 - - _ 18-5-6 - - - - -- - - 23-2-0 2-0-0 2-5-8 4-9-4 4-9-4 2-0-5 4-5-2 4-8-10 Scot =,.22 W2 - I � � � I 7M 'if 3. I ICI I � ae I - s �I ad-. uaofu IWO - _ --- - --- - - ----- -- - ---- 14 „ 10 Y an - 2-5-8 3-5-8 - - 10-10-8 `- 11-10-8 14-0-5- 2-5-8 1-0-0 7-5-0 1-0-0 2-1-13 9-1-11 Piste OtTsets (X.ln_ L:0-1-3.Edgel, [5:0-6-8,0-0-12],111 a)-4-1,0-3.0 14 0-2-8.Ed e] -- - - _----__ll- __ _g " - -_- - ---- --- - - — - --- --- — LOADING (psf) SPACING 24-0 CSI — DEFL In (loc) Vdefl Ud PLATES GRIP TOLL 35.0 iPlates Increase 1.15 TC 0.83 Vert(LL) -0.19 12-13 >999 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.40 12-13 >680 180 BCLL 0.0 Rep Stress Incr YES WB 0.99 Horz(TL) 0.18 9 n/a n/a BCDL 8.0 j Code IRC20031rPI2002 (Matrix) Welght:119 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6 4 oc purlins, except end verticals, BOT CHORD 2 X 4 SPF No.2 and 24)-0 oc pudins (6-7-8 max,): 5.6. WEBS 2 X 4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=1152/Mechanlcal, 2=1370/0-5.8 Max Horz 2-273(load case 4) Max Upl!M-161(load case 6), 2=-308(Ioad case 5) FORCES (1b) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/89, 2-3-1809/209, 3.4-3310/477, 4-5=-1512/257. 5-6=-957/242, 6-7=1160/211, 7-8=-261/90, 8-9=2731104 BOT CHORD 2-14=-259/1438,13-14=-311/1861, 12-13=-288/1744,11-12=-119/1324,10-11=69M20, 9-10-79/956 WEBS 3-14=13651269, 3-13=-198/1584, 4-13-160/1400, 4-12=-6g8/255, 5-12-139/1480, 5.11=-1017/193, 6-11=-172/290, 6-10=-30/241, 7-10=-126/164, 7-9-1142/161 NOTES 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-98; 90mph; h=25ft; TCDLr4.8psf; BCDL=4.8psf; Category 11. Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33. 3) Provide adequate drainage to prevent water ponding. 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 girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 1b uplift at joint 9 and 308 lb uplift at joint 2. 8) This truss is designed In accordance with the 2003 International Residential Code sections R502.11.1 and R602.10.2 and referenced standard ANSVTPI 1. 9) Design assumes 4x2 (fiat orientation) purflns at oc spacing Indicated, fastened to truss TC w/ 2-10d nails. LOAD CASE(S) Standard Job Truss ---- ---- - - Type -- —iQty Ply ;ONST-REXBURG T --- -------- - - --- 1056 J I MONO TRUSS 116 Ply Tnrss, St Anthony, ID, - - - Job Reference_(V@ naQ_---- - — - — — --- - -- - - - Mark Mangum -- - -- 6.300 s Jul 112008 MTek Industries, Ina Thu Sep 0715:30:03 2006 Page i -2-0-0 41-1 2-0-0 4-1-1 3-10-15 Say-,.25.a a. 2 U4 " 8-Q-0 LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) f/defl Ud PLATES GRIP TCLL 35.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.20 2-5 >451 240 MT20 197/144 TCDL 8.0 Lumber Increase 1.15 BC 0.58 Ven M) -0.45 2-5 >205 180 BCLL 0.0 Rep Stress I= YES WB 0.14 Herz( L) 0.00 5 n/a n1a BCDL 8.0 Code IRC20031TPI2002 (Matrix) Weight 32 lb LUMBER BRACING TOP CHORD 2 X 4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 640 oc purtlns. except end verticals. BOT CHORD 2 X 4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10." oc bracing. WEBS 2 X 4 SPF Stud REACTIONS (lb/size) 2=617M-5.8, 5-359/0.5-8 Max Horz 2=209(load case 4) Max Uplfft2=-192(load case 5), 5a-91(load case 5) FORCES (lb) - Maximum Compresslon/Maxlmum Tension TOP CHORD 1-2=0/89, 2-3-409/71, 3.4-97/77, 4-5=-144/58 BOT CHORD 2-5=1201257 WEBS 3-5 —=152 NOTES 1) Wind: ASCE 7-98; 90mph; hc25ft; TCDL=4.8psf; BCDL=4.8psf; Category 11; Exp C; enclosed; MWFRS gable end zone; cantilever left and right exposed; end vertical left and right exposed; Lumber DOLs1.33 plate grlp DOL-1.33. 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss requires plate Inspection per the Tooth Count Method when this truss is chosen for quality assurance Inspection. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 2 and 91 lb uplift at joint 5. 5) This truss Is designed In accordance with the 2003 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPi 1. LOAD CASE(S) Standard