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Home My WebLink AboutTRUSS SPECS - 16-00658 - 864 S 2275 W - SFRF-24" o/c X24" o/c 16-096531 o mss was ype ty y Sheathed or 1-10-6 oc purlins. 16042367 A01 Piggyback Base 1 1 DEFL. in (loc) /deft Lid PLATES Job Reference (optional) BMG (mAHU FALLS), IUAHU FALLS, IU 1534p2 7x10 i 5x6 = 5x6 O Scale = 1:79.7 AB 7x12 MT18H 11 4-6-12 9-1-7 747-2 1 78-2-15 X20.&01 2570-1 1 31-2-14 35-7-71 40-0.8 40x3.4 4b-1-0 4512 4-8-72 55-11 3-7-73 2-0-1 57-1 41 -13 4-0-13 4-0-13 0-2'-72 4-9-12 Plate Offsets (X,Y)— 1D:04-0,0-3-01, IG:0-6.8,0-2-01. 11:0-3-0,0-2-51, 1M:0-1-3,Edee1. 10:04-8,0-3-e1 [Q:0-5-0.0-4-81, [V:0-6-0,04-81 Sheathed or 1-10-6 oc purlins. BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS LOADING (psf) SPACING- 2-0-0 WEBS 2x4 DF Stud/Std *Except* CSI. DEFL. in (loc) /deft Lid PLATES GRIP TCLL 35.0 Plate Gnp DOL 1.15 Installation guide. TC 0.99 Vert(LL) -0.64 U -V >749 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.85 Vert(TL) -0.90 U -V >534 240 MT20HS 165/146 TCDL 7.0 ' Rep Stress Incr YES WB 1.00 Horz(TL) 0.61 O n/a n/a MT18H 220/195 BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.21 U -V >999 240 Weight: 2791b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 1-10-6 oc purlins. BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or4-1-0 oc bracing. WEBS 2x4 DF Stud/Std *Except* WEBS 1 Row at midpt H -R W2,W14: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 0=4183/0-5-8 (req. 0-6-2), M=-1431/0-3-0 (min. 0-1-8), B=1842/0-5-8 (min. 0-2-8) Max Hom B=-295(LC 8) Max UpliftO=-547(LC 10), M=-2012(LC 29), B=-349(LC 10) Max GravC=5746(LC 29), M=247(LC 10), B=2478(LC 29) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown. TOP CHORD B -C=-7252/1037, C -D=-7058/1015, D.E=-6841/948, E -F=-5392/704, F -G=-4239/534, G -H=-3765/471, H -I= -2099/293,1-J=-2602/293, J -K=-2034/317, K -X=-527/484, L -X=-636/413, L -Y=-511/4659, M -Y=-530/4418 BOT CHORD B -W=-1045/6287, V -W=-955/6471, U -V=-740/5675, T -U=-502/4740, S -T=-388/3704, R -S=-334/3206, Q -R=0/1694, P -Q=415/481, O -P=4173/530, M -O=-3870/491 WEBS D -V=-513/176, E -V=-161/804, E -U=-1054/267, F -U=-161/853, F -T=-1341/316, G -T=-252/1214, G -S=-85/898, H -S=-167/1624, H -R=-1975/357, I -R=-80/824, J -R=-197/907, J -Q=-1425/160, K -Q=-162/1865, K -P=-2585/264, L -P=-36014280, L -O=-4416/423 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered far this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) O greater than input bearing size. 10). Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 0=547, M=2012, B=349. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 Job russ mss I ypey y 16-042367 A01 Piggyback Base 1 1 Job Reference o Tonal BMG (IUABU FALLa). IUA U FALLS, IU ae4U2 6.000 s Jul 152016 MRek Indusn,es, Ina Fn Sep 02 07:39:05 2016 Page 2 ID:u92z7cQX?8919xaeQdvHGI ytYH5-sXLpUz_WomgEv!BHul7OLtSp3CTEtOy?IQ3d?Xy je4 NOTES - 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard Job was Truss Type Uty ply 3.00 12 16042367 A02 Piggyback Base 6 7 5x6 = J 6x8 in (loc) 7.00 T2 F G Job Reference (optional) BMG (IDAHO FALLS), IDAHO FALLS, ID 63402 8.000 5 Jul 15 2016 MiTek Indushies, I= Fn S jp 02 07:39:082016 Pagge i ID:u92z7cQX?8919xaegdvHGlylYH5.H6ly6?OP5hcpmAvsZgh5yV4KRQXL4ktS_OlHcsyhjet 46 4612 414 1333 162-15 22.58 2610.1 2411-12 93-1£ 36615 440.8 431-0 451.0 61- -0. 4612 bfi-12 b612 4612 438 439 31-10 31-10 359 3.59 368 2-0.0 -0. Scale = 1:84.7 3x6 J IH:04-0.0-241 [0:0-84,04-01, F:0-1-3,Edge], IS:0-7-0 0-4-01 6x8 i 3.00 12 BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS 5x6 - SPACING- 2-0-0 5x6 = 5x6 = J 6x8 in (loc) 7.00 T2 F G AD H GRIP TCLL 35.0 Plate Grip DOL 1.15 3x8 i 3x4 11 c -0.62 Y -Z M N 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 7x10 i BC 0.76 Vert(TL) -0.88 4 >540 240 AC 165/146 157 L D W 0.60 S U n/a 2x4 AB 220/195 1/v X Code IRC2012/TPI2007 7 o 6x8 W1 7x10 II >999 240 7x12 MT18H=3x4 AA 13 Y 4x8 V 48 a 18 NAB Z 4x4 3.5012 4x12 8x12 MT20HS% Scale = 1:84.7 3x6 J IH:04-0.0-241 [0:0-84,04-01, F:0-1-3,Edge], IS:0-7-0 0-4-01 I 3.00 12 BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS 5x6 - SPACING- 2-0-0 BOT CHORD CSI. J 6x8 in (loc) I/deft K AE 8x12 GRIP TCLL 35.0 Plate Grip DOL 1.15 L 3x4 11 c -0.62 Y -Z M N 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 12 BC 0.76 Vert(TL) -0.88 4 >540 240 MT20HS 165/146 157 L WB 0.99 W 0.60 S U n/a MT18H 220/195 8x12 T Code IRC2012/TPI2007 7 o 6x8 S R 5x8 = >999 240 7x12 MT18H=3x4 11 BCDL 7.0 61-0 121-15 162-15 2630 26161 331.8 31615 40.0.8 4 431-0 451-0 61.0 61-0 5:N 20.1 57-1 635 319 3S9 0. 122612 2-0.0 Plate Offsets (X.Y)- IF:0-4-0,0-1-111. IH:04-0.0-241 [0:0-84,04-01, F:0-1-3,Edge], IS:0-7-0 0-4-01 [U:0-6-0,04-81, [Z:0-6-0,04-8] BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS LOADING (psf) SPACING- 2-0-0 BOT CHORD CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.98 Vert(LL) -0.62 Y -Z >765 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 Max UpliftS=-640(LC 10), P=-2092(LC 33), B=-329(LC 10) BC 0.76 Vert(TL) -0.88 Y -Z >540 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WB 0.99 Horz(fL) 0.60 S n/a n/a MT18H 220/195 BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.24 Y >999 240 Weight: 3021b FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No. 1Mir TOP CHORD Sheathed, except end verticals. Except: BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS 6-0-0 oc bracing: M -O WEBS 2x4 DF Stud/Std `Except" BOT CHORD Rigid ceiling directly applied or 4-53 oc bracing. W20$019: 2x4 DF 180OF 1.6E or 2X4 DF No.1&Btr WEBS 1 Row at midpt G -V, I -U 2 Rows at 1/3 pts L -S MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) S=4305/0-5-8 (min. 0-5-1), P=-1447/0-3-0 (min. 0-1-8), B=1831/0-5-8 (min. 0-2-7) Max Horz B=348(LC 10) Max UpliftS=-640(LC 10), P=-2092(LC 33), B=-329(LC 10) Max GravS=4749(LC 33), P=311(LC 10), B=2421 (LC 33) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -AA= -7369/1149, C -AA= -7229/1158, C -AB= -6966/1075, D -AB= -6739/1085, D -AC= -5864/905, E-AC=5506/907, E -F=-4044/617, F -G=-3509/571, G -AD= -1846/323, H -AD= -1847/323, H -I=-2256/340, I -J=-991/259, J -K=-859/175, K -AE= -164/790, L -AE= -171/763, O -R=-22/285, M -O=-306/109, O -AG= -591/3974, AG -AH= -595/3952, P -AH= -599/3941 BOT CHORD B -Z=-1306/6433, Y -Z= -1101/5934,X -Y=-816/4804, W -X=-494/3492, V -W=-375/2942, U -V=-192/1555, T -U=-788/167, S -T=-2317/349, R -S=-3347/551, P -R=-3396/540 WEBS C -Z=-333/168, D -Z=-80/346, D -Y=-879/250, E -Y=-173/963, E -X=-1483/360, F -X=-225/1153, F -W=-149/843, G -W=-260/1617, G -V=-1968/348, H -V= -97/771,1 -V= -86/837,1-U=-1939/269, J -U=-524/179, K -U=-248/2186, K -T=-2125/327, L -T=-309/2209, L -S=-4591/672, L -O=-537/3543, O -S=-260/1376 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs norHconcurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bead ng at joint(s) B considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (It=1b) 5=640, P=2092, B=329. Continued on page 2 Job was was ype y y 15042367 A02 Piggyback Base 6 1 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 s JU 152016 MiTek lndustdes, Inc Fn Seaa 0207: 39.082016 Pa99e2 ID:u92z7cQX?891gxaeQdvHG1 ytYH5-H61 y6?OPShCpmAvsZgh5yV4KRQXL4ktS_OlHcsyhje1 NOTES - 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical purlin representation does not depict the size or the orientation of the pur in along the top and/or bottom chord. 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. LOAD CASE(S) Standard Job tossrues lype Qty [X:0-3-0,0-3-0], IZ:Edoe 0-0-41 16-042367 A03 Common Supported Gable 1 �ply 1 CSI. DEFL. in (loc) I/deft Job Reference (optional) aMc uld lU rnus), RJAHU -nus, lid bJ4u2 6.000 s Jul 152016 MlTek Industries, Inc Fn Sep 0207:39.122016 Paget ID:u92z7cQX?8919xaeQdvHG1 ytYH5-gtGSyM4v9viFEnDdog117LEDp1200kol v?GVkdyhjdz -1-0-0 18-2-15 26-10-1 45-1-0 4,8-1 0 1-0-0 18-2-15 i 8-7-3 18-2-15 l0A Scale = 1:79.4 5x6 = 5x6 = it L M N O Pn 4x5 = AX AW AV AU AT AS AR AQ AFAO AN AM AL AK AJ Al AH AG AF AE AD AC AB 4x6 = 4x6 = 4x6 = `2 I9 Plate Offsets (X.Y)— IB:0-0-0,0-0-41, fD:0-3-0.0-3-01. IK:0-4-0,0-241 [Q:04-0,0-241, [X:0-3-0,0-3-0], IZ:Edoe 0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 AA n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 SC 0.07 Vert(TL) 0.00 AA n/r 120 BCLL 0.0 * Rep Stress Incr YES WB 0.23 Horz(TL) 0.01 Z rue n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 3211b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt N -AM, M -AN, L -AO, J -AP, I -AR, O -AL, P -AK, ST5,ST4,ST3,ST2,ST1: 2x4 DF Stud/Std R -AJ, S -AH MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 45-1-0. (lb) - Max Horz B=-295(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) B, AM, AN, AO, AP, AR, AS, AT, AU, AV, AW, AX, AL, AK, AJ, AH, AG, AF, AE, AD, AC, AB, Z Max Gmv All reactions 250 Ib or less at joint(s) B, AO, AX, AK, AB, Z except AM=331(LC 28), AN=349(LC 28), AP=338(LC 29), AR=335(LC 29), AS=335(LC 29), AT=333(LC 29), AU=333(LC 29), AV=342(LC 29), AW=316(LC 29), AL=349(LC 28), AJ=338(LC 29), AH=335(LC 29), AG=335(LC 29), AF=333(LC 29), AE=333(LC 29), AD=343(LC 29), AC=316(LC 29) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-262/230, I -J=-152/261, J -K=-141/281, K -L=-66/257, L -M=-66/257, M -N=-66/257, N -O=-66/257, O -P=-66/257, P -Q=-66/257, Q -R=-132/273 WEBS N -AM= -303/65, M -AN= -321/74, J -AP= -310/78, I -AR= -307/98, H -AS= -307/92, G -AT= -305/92, F -AU= -305/92, E -AV= -314/95, D -AW= -290/88, O -AL= -321171, R -AJ= -310/71, S -AH= -307/100, T -AG= -307/92, U -AF= -305/92, V -AE= -305/92, W -AD= -314/95, X -AC= -290/88 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designeras per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 2x4 MT20 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, AM, AN, AO, AP, ContmRdedSdn page 2 AV, AW, AX, AL, AK, AJ, AH, AG, AF, AE, AD, AC, AB, Z Job tosscuss ype Qty y 1604236] A03 Common supported Gable 1 1 Job Reference (optional) BMU (I UAHU YALL6), IUAHU YALLS, IU tlJ4U2 U.0005J011J2UIb MIleNNU05Nes,Inc, hn Sep020739:122016 Paget 10:u92z7cOX?Bgl9xaegdvHG1 ylVH5-9lGSyM4vgviFEnOdag117LEOpl200koly?GVkdyhjdz NOTES - 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks vAth fixed heels" Member end fixity model was used in the analysis and design of this truss. LOADCASE(S) Standard Joe mss I was I ype y y PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 831b FT=20% 16042367 301 Monopitch 3 1 Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 132: 2x4 OF Stud/Std Job Reference (optional) BMG (IDAHO FALLS), IDAHO FALLS, IU U3402 6.000 s Jul 15 2016 Mnek Industries, Ina Fn Sep 02 07:39:132016 Page 1 ID:u92z7cQX?8919xaeQdvHGi ytYH5-d3gg9i4YwDr6sxopMNHGfznJGRJ?IARB8fo2G3yhjdy �t-0-0 8-8-8 11-3-72 76-1-0 4-0 6-8-8 45� 4-9-4 3x4 11 Scale =1:56.1 E 3x4 11 1.5x4 = L LOADING (psf) 7CLL 350 0 (Roof Snow --35.0) TCDL 7.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rFP12007 CSI. TC 0.40 BC 0.41 WB 0.213 (Matrix) DEFL. Vert(LL) Vert(TL) Hoa(TL) Wind(LL) in floc) Ildefl Lld -0.04 B-1 >999 360 -0.10 B-1 >767 240 -0.01 F n/a n/a 0.03 B -I >999 240 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight: 831b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 132: 2x4 OF Stud/Std 6-0A oc bracing: H-1. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=402/0-3-0 (min. 0-1-8), 1=791/0-5-8 (min. 0-1-8), F=457/Mechanical Max Hort B=401(LC 10) Max Upliftl=-251(LC 10), F=-201 (LC 10) Max GravB=403(LC 17), 1=883(-C 17), F=672(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-287/121, CJ= -527/0, DJ= -325/0, E -F=-271/89 BOT CHORD H -I=-812/280, C -H=-795/307, F -G=-136/390 WEBS C -G=-34/340, D -F=441/151 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (It=lb)1=251, F=201. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrFPI 1. 11)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used 1n the analysis and design of this truss. LOAD CASE(S) Standard o toss cuss ype 1y y PLATES GRIP MT20 220/195 Weigh[: 1461b FT=20% 1fi-04238] col ROM Spedal 12 1 BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 7-2-3 oc bracing. WEBS 2x4 DF Stud/Std*Except* WEBS 1Row at midpt D-1 W70301: 2x4 DF 1 80O 1.6E or 2x4 DF No.1&Btr Job Reference (optional) BMG (IDAHO FALLSI. IDAHO FALLS, IDa34OZ 5x6 C Scale =1:50.0 1.5x4 II 5x6 = 3x10 = 3x4 = LOADING (psf) (Roof Snow=3 TCLL 35.0 7.0 TCLL 7.0 BCDL 0.0 BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/FP12007 CSI. TC 0.74 BC 0.68 WB 0.99 (Matrix) DEFL. Vert(LL) Vert(TL) HOrz(TL) Wind(LL) in (too) I/deg Ltd -0.22 B -K >999 360 -0.37 B -K >934 240 0.11 H n/a n/a 0.13 B -K >999 240 PLATES GRIP MT20 220/195 Weigh[: 1461b FT=20% LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr TOP CHORD Sheathed or 2-5-6 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 7-2-3 oc bracing. WEBS 2x4 DF Stud/Std*Except* WEBS 1Row at midpt D-1 W70301: 2x4 DF 1 80O 1.6E or 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) B=1514/0-5-8 (min. 0-1-10), H=1402/0-5-8 (min. 0-1-8) Max HorzB=238(LC 6) Max UpliftB=-368(LC 6), H=-267(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3435/723, G -D=-2298/499, D -L=-1132/249, E -L=-1021/258, E -F=-1166/296 BOT CHORD B -K=-843/3155, J -K=-845/3150, IJ= -531/2090, H -I=-139/686 WEBS C -K=0/269, C -J=-1122/333, DJ= -45/467, D -I=-1380/407, E -I=-80/432, F -I=-103/588, F -H=-1403/291 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(lRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonooncument with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=1b) B=368, H=267. 8) This truss is designed 1n accordance with the 2012 1ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ab Truss I was I ype Qty y BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i6-042367 CO2 Roof Special Supported Gable 2 1 be installed during truss erection, in accordance with Stabilizer ST10: 2x4 DF 1800E 1.6E or 2x4 OF No.1&Btr Installation guide. REACTIONS. All bearings 29-0-8. Job Reference (optional) UMG(IUAnu VALLb), IU UFALLb, IU bd4uz in 6 b 4x4 7.on 112 Scale =1:50.9 3x4 AE AD AC AB AA Z Y X W V U T S R 3x4 = 3x6 = LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. 29-0-8 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std *Except* Plate Offsets (YY)- IM:0-1-15.0-2-41 be installed during truss erection, in accordance with Stabilizer ST10: 2x4 DF 1800E 1.6E or 2x4 OF No.1&Btr Installation guide. REACTIONS. All bearings 29-0-8. (lb) - Max Harz B=238(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) R, B, Z, AA, AB, LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.18 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Verl(TL) 0.01 A n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.23 Hom(TL) 0.00 R n/a n/a BCDL 7.0 Code IRC2012rTP12007 (Matrix) Weight:1661b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std *Except* be installed during truss erection, in accordance with Stabilizer ST10: 2x4 DF 1800E 1.6E or 2x4 OF No.1&Btr Installation guide. REACTIONS. All bearings 29-0-8. (lb) - Max Harz B=238(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) R, B, Z, AA, AB, AC, AD, X, W, V, U, T, S except AE=-126(LC 10) Max Grav All reactions 250 Ib or less at joint(s) R, Z, AA, AB, AC, AD, X, W, V, U except B=284(LC 1), AE=435(LC 17), T=342(LC 18), 5=347(LC 18) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS C -AE= -343/146, N -T=-315/92, O -S=-315/104 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3-secend gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=25fl; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcum nt with any other live loads. 10) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) R, B, Z, AA, AB, AC, AD, X, W, V, U, T, S except (jt=1b) AE= 126. 12) Beveled plate or shim required to provide full bearing surface with truss chard at joint(s) B. 13) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss Truss Type Qty Ply in ([cc) I/deft L/d -0.12 H-1 >999 360 -0.18 H-1 >999 240 0.04 F n/a n/a 0.04 B -I >999 240 16-042367 001 Common 2 1 TOP CHORD Sheathed or 4-8-7 cc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* Jab Reference (optional) UMU (IU/ U YALLb), IUAHU FALLb, IU UJ UZ 4x6 [I Scale =1:43.2 3x4 O 3x4 = 5x6 = 3x4 Q 7-0-0 n 1� LOADING (psf) TCLL 350 0 (Roof Snow= -35.6) TCLL 7.0 BCDL 0.0" BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC2012/TPI2007 CSI. TC 0.49 BC 0.31 'WB 0.15 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in ([cc) I/deft L/d -0.12 H-1 >999 360 -0.18 H-1 >999 240 0.04 F n/a n/a 0.04 B -I >999 240 PLATES GRIP MT20 220/195 Weight: 971b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-8-7 cc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* MiTek recommends that Stabilizers and required cross bracing W2: 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1166/0-3-8 (min. 0-1-8), F=1166/0-3-8 (min. 0-1-8) Max Horz B=-1 84(11C 8) Max UpliftB=-229(LC 10), F=-229(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1706/304, CJ= -1476/306, D -J=-1346/327, D -K=-1346/327, E -K=-1476/306, E -F=-1706/304 BOT CHORD B -I=-293/1374, 1-L=-90/898, L -M=-90/898, H -M=-90/898, F -H=-169/1374 WEBS D -H=-167/827, E -H=-507/236, D-1=-166/627, C -I=-507/236 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of w4thstanding 100 he uplift at joint(s) except Qt=1b) B=229, F=229. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss Truss Type Dry Fly 16-042367 D02 Common Supported Gable 1 1 CSI. DEFL. in floc)/defl L/d Jab Reference (optional) BMG (IDAHO FALLS), IDAHO FALLS, ID 83402 11-0-o 4x4 = 3x4 = W V U T S R Q P O N 3x4 - 3x4 = Scale = 1:44.3 ji LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 21-11-8. (Ib) - Max Horz B=184(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) B, T, U, V, R. Q, O, L except W=-106(LC 10), N=-105(LC 11) Max Grav All reactions 250 lb or less at joint(s) B, S, V, O, L except T=301(LC 17), U=264(LC 17), W=271 (LC 1), R=301(LC 18), Q=264(LC 18), N=271(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. WEBS F -T=-274/93, H -R=-274/91 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, T, U. V, R, Q, O, L except (jt=1b) W=106, N=105. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 22-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc)/defl L/d PLATES GRIP TCLL 35.0 (Roof Snow= -36.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 L n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 VertfTL) 0.00 M n/r 120 BCLL 0.0 Rep Stress lncr VES WB 0.14 Horz(TL) 0.00 L n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight:112lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. All bearings 21-11-8. (Ib) - Max Horz B=184(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s) B, T, U, V, R. Q, O, L except W=-106(LC 10), N=-105(LC 11) Max Grav All reactions 250 lb or less at joint(s) B, S, V, O, L except T=301(LC 17), U=264(LC 17), W=271 (LC 1), R=301(LC 18), Q=264(LC 18), N=271(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. WEBS F -T=-274/93, H -R=-274/91 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, T, U. V, R, Q, O, L except (jt=1b) W=106, N=105. 11) Non Standard bearing condition. Review required. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss toss ype y y 16042367 003 Common Girder 1 2 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 s Jul 15 2016 MITek Indua des, Ina Fri Sep 02 07:39:19 2016 Pagge 1 ID:u92z7cQX?8919xaegdvHGlytYH5-SD66QI91V3bF8sFzieNgvgI KXsHgggg3WoTMUjyhjds 5-8-0 11-0-0 18-6-0 22-0.0 5-6-0 5-6-0 5-8-0 1 4x6 11 3x10 Special Special 3x10 11 Special LUS24 7x10 = LUS24 3x10 11 LUS24 LUS24 3x10 = Special LUS24 Special 5-6-0 11-0.0 IM -0 22-0-0 5.6-0 5-6-0 5-6-0 1 5-6-0 1 Scale = 1:44.8 Plate Offsets (X,Y)- IA:0-10-0.0-1-11, IE:0-10-0.0-1-11 [G:0-6-0,0-4-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) -0.17 F -G >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.71 Vert(TL) -0.26 F -G >991 240 TCDL 7.0 Rep Stress Incr NO WB 0.53 Hom(TL) 0.08 E n/a n/a BCLL 0.0 Code IRC20127TP12007 (Matrix) Wind(LL) 0.06 G -H 499 240 Weight:2271b FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x6 DF 180OF 1.6E or 2x6 DF SS WEBS 2x4 OF Stud/Std •Except' W1: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr REACTIONS. (Ib/size) A=5110/0-3-8 (min. 0-2-12), E=5094/0-3-8 (min. 0-2-11) Max HorzA=167(LC 9) Max UpliftA=-631(LC 10), E=-629(LC 11) BRACING - TOP CHORD Sheathed or4-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-8501/1034, B-1=-5693/716, C-1=-5569/737, C -J=-5569/737, D -J=-5693!716, D -E=-8497/1035 BOT CHORD A -K=-93317256, K -L=-933(7256, H -L=-933/7256, H -M=-933/7256, M -N=-933/7256, N -O=-933!7256, G -O=-933!7256, G -P=-8218253, P -Q=-821/7253, Q -R=-82177253, F -R=-82117253, F -S=-821/7253, S -T=-82177253, E -T=-821/7253 WEBS C -G=-601/5178, D -G=-2905/483, D -F=-214/2380, B -G=-2909/483, B -H=-213/2384 NOTES - 1) 2 -ply truss to be connected together with 10tl (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 cc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 -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 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL ASCE 7-10; Pf=35.0 psf (Oat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 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) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) A=631, E=629. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIf rPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Use Simpson Strong -Tie LUS24 (4-SD9112 Girder, 2-SD9212 Truss, Single Ply Girder) or equivalent spaced at 4-0-0 oc max. starting at 9-11-12 from the left end to 19-11-12 to connect muss(es) J01 (1 ply 2x4 DF) to back face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 808 Ib down and 92 lb up at 1-11-12, 808 Ib down and 92 Ib up at 3-11-12, 808 Ib down and 92 Ib up at 5-11-12, and 808 Ib down and 921b up at 7-11-12, and 808 Ib down and 92 Ib up at 15-11-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 o Truss _ Truss Type - -,y--- y Pr 18-042367 D03 Common Girder 1 2 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 a Jul 152016 MiTek lndusuies, Ina Fri S;&0207:39:192016 Paget ID:u92z7cQX18919xaeQdvHG1yIVH5-SDB6QI91V3bFasFzieNgvg1 sHg9gg3VvoTMUjyhjds LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Unifonn Loads (plf) Vert: A -C=-84, C -E= -84,A -E=-14 Concentrated Loads (Ib) Vert: K= -808(B) L= -808(B) M= -808(B) N=-808(8) 0=-808(B) P=-808(8) Q=-808(8) R= -808(8)S= -808(B) T=-808(8) Job cuss rues ype ty y PLATES GRIP MT20 220/195 Weight: 841b FT=20% 16-042367 J01 Jack -Closed 10 1 Sheathed or 5-6-1 ac purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr *Except* WEBS Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, 10 63402 6.000 8 Jul 152016 Ml I ek InduSIneS, me. Fd Sep 02 07:39:20 2016 Pa9g0 t ID:u92z7cQx?8919xaeQdvHG1 ytYH5-wQIUd5AxGNI6COgAGMvvS1 ZVRFIkuMyDIFCw09yhjdr 5-0S 10.8-11 18-1-0 5-4-5 5-0-5 5-4-5 N d 3x4 11 Scale = 1:56.2 3x4 = 5x6 = 4x8 G LOADING (psf) TCLL 35.0 (Roof Snow= -35.0) TCDL 7.0 BCLL 0.0 * BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012rrP12007 CSI. TC 0.47 BC 0.34 WB 0.21 (Matrix) DEFL. Vert( CQ Vert(TL) Hom(fL) Wind(LL) in (loc) I/deft L/d -0.13 E -F >999 360 -0.22 E -F >885 240 0.02 E n/a n/a 0.05 A -F >999 240 PLATES GRIP MT20 220/195 Weight: 841b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 5-6-1 ac purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt D -E, C -E W4,W3: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=778/Mechanical, E=778/0-1-8 (min. 0-1-8) Max Hone A=381 (LC 10) Max UpliftA=-78(LC 10), E=-303(LC 10) Max GmvA=822(LC 17), E=1000(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD A -B=-1254/81, B -C=-957/63, D -E=-300/99 BOT CHORD A -F=-381/991, F -G=-193/553, G -H=-193/553, E -H=-193/553 WEBS B -F=-408/221, C -F=-105/544, C -E=-851/301 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL; ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Wit fit between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Beenng at joint(s) E considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) A except jt=lb) E=303. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrFPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss mss ype Qty y I/defl 16-042367 JO13 Jack-Closed Supported Gable 1 1 Vart(LL) n/a - n/a 999 MT20 220/195 (Roof Snow= -35.0)7.0 Jab Reference (optional) BMG ID 93402 d 3x4 = 8 R O P O N M L K 3x4 = 16-1-0 Scale = 1:50.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/defl L/d PLATES GRIP TCLL 35.0 plate Grip DOL 1.15 TC 0.07 Vart(LL) n/a - n/a 999 MT20 220/195 (Roof Snow= -35.0)7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) n/a - n/a 999 BCDL 7.0 * Rep Stress lncr YES WB 0.24 Horz(TL) 0.00 K n/a n/a L=317(LC 17) BCDL 0.0 BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 1021b FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF 1800F 1.6E or2x4 OF No.1&Btr WEBS 1 Row at midpt J -K, I -L OTHERS 2x4 OF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing ST7: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-1-0. (Ib) - Max HorzA=381(LC 10) Max Uplift All uplift 1001borless atjoint(s) K, A, P, Q, R, S, O, N, L Max Grav All reactions 250 lb or less at joint(s) K, A, P. Q, R, S. O except N=298(LC 17), L=317(LC 17) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 250 (Ib) or less except When shown. TOP CHORD A -B=-421/159, B -C=-359/121, C -D=-354/134, D.E=-304/115 WEBS H -N=-271/92, I -L=-288/98 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) K, A, P. Q, R. S, 0, N , L. 11) Beveled plate or shim required to provide full bearing surfacewith truss chord atjoint(s) A. 12) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job suss I mss I ype ty y in 16042367 J02 Jack -Closed 1 1 Plate Grip DOL 1.15 TC 0.50 Vert(CL) -0.19 A -D Job Reference (optional) EMU(IUAHU FALLtl), IUAHU FALW', IU d34U3 6.000 s Jul 152016 MITek Intln5Nes, Ina Fri Sep 0207: 39:212016 Pa99e1 ID:u92z7cQX?8919xaeQdvHG1 ytYH5.OcJsgRBZ1 gmgAPMg3Q8_F6gff3Ddo4MzvyTYbyhjdq 4-9-0 9-6-0 4-9-0 49-0 Scale = 1:35.6 3x4 I C 4x4 = LOADING (psf) SPACING• 2-0-0 CSI. DEFL. in (loc) I/deg L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.50 Vert(CL) -0.19 A -D >574 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 SIC 0.38 Vert(TL) -0.40 A -D >274 240 7.0 TCDL 7.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 D n/a n/a 07,0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.03 A -D >999 240 Weight: 42 lb FT=20% BCDLBCLL LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or2x4 DF No.1&13tr BOT CHORD 2x4 OF 180OF 1.6E or2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) A=452/0-3-0 (min. 0-1-8), D=452/0-3-0 (min. 0-1-8) Max HorzA=226(LC 10) Max UpliftA=-43(LC 10), D=-179(LC 10) Max GmvA=478(LC 16), D=555(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-601/46 BOT CHORD A -D=-203/474 WEBS B -D=-526/234 BRACING - TOP CHORD Sheathed or 6-0-0oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. ' NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25f: Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) A except (jt=1b) D=179. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. B) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job cusscuss ype y y 16-042367 PB01 Piggyback 7 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 4x4 - Id Scale = 1:18.5 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-7-3 except (jt=length) E=0-3-8, E=0-3-8. (lb) - Max Horz A=-63(LC 6) Max Uplift All uplift 1001b or less atjoint(s) F except A=-196(LC 20), 6=-202(LC 10), D=-164(LC 11), E=-133(LC 18), E=-123(LC 1) Max Grav All reactions 250 Ib or less at joint(s) A, E except B=461 (LC 17), D=413(LC 18), F=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2O12)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25R; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 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 nonconcunent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Bearing at joint(s) E considers parallel to grain value using ANS17PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) F except at --lb) A=196, B=202, D=164, E=133. 8) This truss is designed in accordancewith the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base tnrss as applicable, or consult qualified building designer. LOAD CASE(S) Standard 8-7-3 LOADING (psfj SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) -0.00 B -F >999 360 MT20 220/195 (Roof Snow --35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) -0.01 B -F >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.04 Horz(fl-) 0.00 E Ole n/a BCLL 0.0 BCDL 7.0 Code IRC2012frPI2007 (Matrix) Wind(LL) 0.00 F '""' 240 Weight: 25 Ib FT=20 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-7-3 except (jt=length) E=0-3-8, E=0-3-8. (lb) - Max Horz A=-63(LC 6) Max Uplift All uplift 1001b or less atjoint(s) F except A=-196(LC 20), 6=-202(LC 10), D=-164(LC 11), E=-133(LC 18), E=-123(LC 1) Max Grav All reactions 250 Ib or less at joint(s) A, E except B=461 (LC 17), D=413(LC 18), F=262(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2O12)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25R; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 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 nonconcunent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 6) Bearing at joint(s) E considers parallel to grain value using ANS17PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) F except at --lb) A=196, B=202, D=164, E=133. 8) This truss is designed in accordancewith the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base tnrss as applicable, or consult qualified building designer. LOAD CASE(S) Standard o mss cuss ype ty y SPACING- 2-0-0 16042367 P002 GABLE 1 1 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snovr--3 Job Reference a (tonal bMU lvwtU rNua), NNR1 rALw, N eoav< U.000SJunszulb MllexnlUUSMeS,e1G rn Bep Uzu/:39:232m6 Par9r ID:u92z7CQX?8919xaeQdvHG1 ytYH5-L?RcF7CpZ15h3TZkxUSc3gB7HTpS5mSfRDRadUyhIda 439 8-7-3 439 439 4x4 = J I H 2x4 = 1.5x4 II 1.5x4 II 1.5x4 II 2x4 = Scale = 1:17.3 m Id FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the friss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord beading. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, G. B, F, J, H. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOAD CASE(S) Standard 8-7-3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 (Roof Snovr--3 Lumber DOL 1.15 BC 0.01 Vert(TL) n/a - n/a 999 7.0 TCLL 7.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 G n/a n/a BCDL 0.0 BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 271b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 8-7-3. (Ib) - Max HorzA=61(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s) A, G, B, F. J, H Max Grav All reactions 250 Ib or less at joint(s) A, G, B, F, I, J, H FORCES. (Ib) -Max, Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the friss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Gable requires continuous bottom chord beading. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, G. B, F, J, H. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, orconsult qualified building designer. LOAD CASE(S) Standard