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Home My WebLink AboutTRUSS SPECS - 17-00544 - 776 S 2275 W - New SFRo Truss N85 ype y y Kartchner SERBS DAVENPORT 11009101ST A01 Raof Spetlal 11 1 LOADING (psf) SPACING- 2-0-0 Left: 2x4 OF Stud/Std CSI. DEFL. Job Reference o Tonal BMC MST (IDAHO FALLS), IDAHO FALLS, ID 13402 9.000 a Jul 152016 MiTek Intl 1 a as, Ina Tue Au ee 2901:38242017 Pagel ID:RJgPDI WBJCgRAkoOBROTPgzkb03Jygny0j5Oui5v8RZ4LdaBCn94D8wzt2nJUMgNXy1015 x1-0.01 788 150.15 22-7-7 I 240.8 1-0-0 788 7-8-8 788 651 it 5x6 J v nn I Scale =149.9 3x8 11 1.5x4 II 5x6 = 48 = 2x4 11 78-8 1 150.15 1 22-7-7 1 29-0-8 78-8 7841 7-58 85-1 Plate Offsets (YY)- IB:0-2-15,Edge1 W10-0-0,0-2-3]. [E:0-3-9,0-2-81, [1:0-3-0 ,0-3-01 TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 DF 1800F 1.6E or2x4 DF No.1&Btror2x4 DF -N 1800F 1.6E'Excepl'WESS W1,W3,EV2: 2x4 DF Stud/Std LOADING (psf) SPACING- 2-0-0 Left: 2x4 OF Stud/Std CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.90 Vert(LL) -0.19 B -J >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.64 Vert(TL) -0.34 B -J >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.09 G n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.12 B -J >999 240 Weight:1421b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btror2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 DF 1800F 1.6E or2x4 DF No.1&Btror2x4 DF -N 1800F 1.6E'Excepl'WESS W1,W3,EV2: 2x4 DF Stud/Std WEDGE Left: 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1514/0-5-8 (min. 0-1-10),G=1402/0-6-8 (min. 0-1-8) Max Horz B=238(LC 4) Max UpliftB=-366(LC 4), G=-270(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3208/670, C -D=-21941477. D -E=-1092/251, E -F=-1199/278, F -G=-1382/292 BOT CHORD B -J=-794/2907, 1-J=-796/2902, H -I=-512/1990 WEBS CJ=0/271, C -I=-978/303, D-1=42/443, 0-H=-1320/396, E -H=49/378, F -H=-219/1060 Sheathed or 2-8-10 oc purlins, except end verticals Rigid ceiling directly applied or 7-4-11 oc bracing. 1 Row at midpt D -H MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4)' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 3=366, G=270. 8) 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. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 N53 N53 ype y y KeM1chner SF]08 DAVENPORT 1]-0810857 A03 GABLE 1 1 Installation guide. CSI. DEFL. in floc) Well L/d Job Reference (oplana0 Sim(, wca i (IDAHO FALLS). i VAnu FALLS, m 65402 45 Scale = 1:50.5 4.00 12 L 3x4 = AB AA Z y X W V U T S R D P 3x8 11 5,6 = h Plate Offsets (X Y)- [B:0-0-0,0-1-31, IB:0-2-15 Edoe1 IG:0-3-0 0-3-01 [LT -2-15,0.2-41, [W:0 -3-0 .0-3-P] BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std LOADING (psf) SPACING- 2-0-0 Installation guide. CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vertf i-) 0.01 A n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Horz(TL) 0.00 P n/a n/a BCDL 7.0 Code IRC2012rFP12007 (Matrix) Weight: 167 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std be installed during truss erection, in accordance with Stabilizer ST2: 2x4 OF 1800F 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.8E Installation guide. WEDGE Left: 2x4 DF Stud/Std REACTIONS. All bearings 29-0-8 (lb) - Max Horz B=238(LC 4) Max Uplift All uplift 100 lb or less at joint(s) P, B. S. T, U. V, W. X, Y. Z, AA, R, 0 except AB=-144(LC 8) Max Grav All reactions 250 Ib or less at joint(s) P, S, T, U, V, W, X, Y, Z, AA, R, 0 except B=287(LC 1), AB=446(LC 19) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS C -AB= -352/163 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for vend 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. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord 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 ft 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) P, B, S. T, U, V, W, X, Y, Z, AA, R. 0 except (jt=1b) AB=144. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 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 0 Nes russ ype y y Kandlner5F7138DAVENPORT 77.081085T 1801 Monopitch 2 1 SPACING- 2-0-0 CSI. DEFL. in floc) Well Job Reference (optanap � �••�� o �•�wr. ��.+��• o.wusaunczuiumneKmousmesinn me Augg280936272017 PaQet ID:RJgPDIMJCgRAkoOBRQTPgzkbO3-jXMwaElzhpSgm6XgrrAHprPnEQGJAl_NE?Rbl sy1012 11-0-0 Bb -8 73-5-4 20.2-0 8.8-72 e-8-12 11 Sxe = Scale = 1:65.7 E 7x10 85-72 6 13-5-4 20.2-0 0- -0 6-3 72 0-1'72 6-8-12 R.Ad2 3x4 = Plate Offsets (X Y)- 113:0-4-0 .0-1-111, U-1:0-3-0.0-1-12) TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E "Except"BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 61: 2x8 OF 1950F 1.7E or 2x8 OF SS, 32: 2x4 OF Stud/Std "Except" MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud/Std be installed during truss erection, in accordance with Stabilizer LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.46 Vert(LL) -0.04 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(TL) -0.09 G -H >999 240 MT20HS 165/148 BCLL 0.0 " Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 J n/a n/a BCDL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.01 G >999 240 Weight:119Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6.0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E "Except"BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 61: 2x8 OF 1950F 1.7E or 2x8 OF SS, 32: 2x4 OF Stud/Std "Except" MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 OF Stud/Std be installed during truss erection, in accordance with Stabilizer EV2: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E Installationuide. OTHERS 2x4 OF Stud/Std REACTIONS. (Ib/size) H=1077/0-5.8 (min. 0-1-8), B=347/0-3-0 (min. 0-1-8), J=598/0-3-8 (min. 0-1-8) Max Horz 8=491 (LC 8) Max UpliftH=-281(LC 8), J=-273(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-287/234, C -D=-647/0, F -I=-160/397, E -I=-160/397 BOT CHORD C -H=.943/357, F -G=-237/467 WEBS C -G=-56/462, D -F=-457/230 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) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent wrath any other live loads. 4) "This truss has been designed fora 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. 5) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify, capacity of bearing surface. 6) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) H=281, J=273. 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. 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job rasa fuss ype y KertchnerSF7B80AVENPORT 17.081085T C01 Roof Special 1 7 CSI. DEFL. in Job Reference (optional) •--•••- ,.-•^•"•^--•-^�• esmausmes mc. me Nag La Ua:J6'2a 201]Pa�e1 ID:RJgP01 WsJCgRAkoOBR0TPgzkb03CjvinambS6DXNIIKJBh WL2xfJQSZviZNESKu WJy1011 -1- 67-13 13310 1911-8 2638 32-8-0 40-0-8 453-0 4 &7-13 Q7-13 6 7-13 54-1 7-4-8 7-4-8 5-2-8 -0 6x8 i 3x6 i 0 3x6 i HW1 3x6 i 7.00F12 3x6 4 5x12 MTZIHS% 3.5012 5x6 i 7x10 J 7x10 = M 3x6 5x8 7x10 J 5x6 Scale =181.5 � I J 5x12 MT20HSG K 4x5 5x12 MT20HS= 10.7-8 20.30 2638 32-8-0 40.0.8 4 4530 10.7-8 1Q1-8 541-8 7-0-8 7-0A 0. -12 4-11-12 Plate Offsets (X Y)- [8:0-2-13,0-2-9], [E:0-3-0.0-2-51, [F:0-64,0-1-121, IK'0-9-8 0.2-121 11-:04-0 .0-3-01, (0'0-5-8 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.56 N -O >852 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.89 Vert(TL) -1.12 N -O >428 240 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.81 Horz(TL) 0.68 K n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.29 N -O >999 240 Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 1600F 1.6E TOP CHORD BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF 1800F 1,6E or 2x4 OF No.1&Blr or 2x4 DF -N 1800F 1.6E *EXcePt•BOT CHORD W1,W2,W4,WB,W10: 2x4 OF Stud/Std SLIDER Left 2x4 DF -N or DF 1800F 1,6E or No. 1&B 7-2-8 REACTIONS. (Ib/size) K=2596/0-5-8 (min. 0-2-12), B=2016/0-5-8 (min. 0.2-0) Max Harz B=-321 (LC 6) Max UpliftK=-474(LC 9), B=-390(LC 8) Sheathed, except 2-0-0 oc pudins (3-4-8 max.): E -F. Rigid ceiling directly applied or 5-10-7 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-6233/1284, C -D=-5471/1050, D -E=-3717/603, E -F=-3139/586, F -G=-2863/464, G -H=-2520/356, H -I=-143/674 BOT CHORD B -O=-1276/5514, N-0=-807/4326, M -N=-161/2425, L -M=-184/2156, K -L=-614/228, I -K=-464/185 WEBS C -O=.738/378, D.O=-163/797, D -N=-1114/484, E -N=-162/1332, F -N=.241/1287, G-M=A84/438, G -L=-952/171, H -L=-248/2636, H -K=-2332/457 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load noncencument 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. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift aljoint(s) except (jl=11b) K=474, B=390. 9) 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. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical pudin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0 was Mae ype yKanchnerSF788 DAVENPORT 17-081085T CO2 Common SVudural Gable 1 1 SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) Scale =1:79.1 5x6 G 5x6 1 Aa N O P AS w 516 = 5x6 = � eur rxo — A$ Plate Offsets (X.Y)— fE:0-2-12,Edge1 IM:0-3-0 0-0-41 10:0-3-0 0-0-01 IY'0-2-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.08 Vert(LL) 0.00 AC n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Vertji-) 0.00 AC n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horzji-) 0.01 AB n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight: 328 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.8E OTHERS 2x4 OF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E'ExoepC80T CHORD WEBS ST7,ST8,ST9,ST10,ST11,ST17,ST78,ST19,ST20,ST21: 2x4 DF Stud/Sid REACTIONS. All bearings 45-3-0 (lb) - Max Horz B=-321(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, AO, AP, AQ, AR, AT, AU, AV, AW, AX, AY, AZ, AN, AM, AL, AJ, Al, AH, AG, AF, AE, AD, AB Max Grav All reactions 250 Ib or less at joint(s) B, A0, AP, AQ, AR, AT, AU, AV, AW, AX, AY, AZ, AN, AM, AL, AJ, Al, AH, AG, AF, AE, AD, AS FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-298/248, K -L=-124/283, L -M=-106/283, M -N=-67/288, N -O=-67/268, O -P=-67/288, P -Q=-67/268, Q -R=-101/279, R -S=.93/255 Sheathed or 8-0.0 Dc pur ins, except 2-0-0 oc pudins (6-0-0 max.): M -Q. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt O -AO, N -AP, L -AQ, K -AR, J -AT, P -AN, RAM , S -AL, T -AJ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=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 3) 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. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 2x4 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) B, AO, AP, AQ, AR, AT, AU, AV, AW, AX, AY, AZ, AN, AM, AL, AJ, Al, AH, AG, AF, AE, AD, AS, 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrTPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job toss was I ype y yKenchnerSF7138 DAVENPORT 17.08108ST DO1 PiggYbatl Base 7 1 CSI. DEFL. in (loc) I/deg Job Reference (optional) 5rn0 vv=S (iv.0-,0 FALLS), ,DAHO FALLS, iu 63402 a.uw admlaeutn MneKlnammes,Inc Tue Au99290936332017 Pagel ID:RJgPDIMJCgRAkoOBRQTPgzkbO3-YhjBglgkHfrgUWd15kHh26en8rOSZ:M6ON2eAft Hy -1-oq &]-13 133-10 1311.8 2538 237 -ii 34162 4048 42-116 45304�-3,6 t-0�&]-13 - S7-ia Fz13 54.1 4+3 I 826 Sza 2-n-0 2-3-8 fA� Scale = 1:87.9 5x6 i 5x8 = P O 5x8 3x4 11 42-11-8 10.1-0 20.30 2538 23)-1f 102 4668 4 0.53.0 fa4e 16f.a c6� 34csa ti°fr.4 i e Plate Offsets (X ))- [B:0-2-1 Ednel [C:0-4-0.0-3-0], IE:0-3-0 0-2-5] [F:0-6-0,0-2-41. IP:0-5410-2-81 rQ'0-3-0 0-3-01 IU:04-0 0-3-01 LOADING (pso SPACING- 1-4-0 CSI. DEFL. in (loc) I/deg Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.38 T -U >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.74 T -U >648 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.46 P n/a n/a BCDL 7.0 Code IRC2012/FPI2007 (Matrix) Wind(LL) 0.21 T -U >999 240 Weight: 256 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Str or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E WEBS 2x4 DF Stud/Sld'ExcepP BOTCHORD W3,W5,W6: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 116EBS REACTIONS. (Ib/size) P=1742/0-5-8 (min. 0-1-14), B=1343/0-5-8 (min. 0-1-8) Max Horz B=278(LC 8) Max UpliftP=-359(LC 9), B=-247(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3916/895, C -D=-3528/774, D -E=-2475/500, E -F=-2090/478, F -G=-1838/357, G -H=-1553/262, H-1=.836/138, L.V=-77/268 BOT CHORD B.0=.1013/3405, T -U=-763/2880, S -T=-282/1607, R -S=-264/1556, Q -R=-134/817 WEBS C -U=-314/206, D -U=-81/414, D -T=-744/320, E -T=-155/876, F -T=-242/861, G -R=-829/180, H -R=-167/959, H -Q= -1157/240.1 -Q= -231/1344,1 -P= -1663/407,1-L=.125/338 Sheathed or 2-8-8 oc pudins, except end verticals, and 2-0-0 Dc pudins (4-3-13 max.): E -F, J -O. Except: 6-0-0 oc bracing: J -L Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt I -P MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25fl; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever 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 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 Wde will ft between the bottom chord and any other members. 6) Bearing atjoint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Dearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) P=359, B=247. 8) This truss is designed in accordance with the 2012 Intemalional Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Graphical pudin representation does not depict the size or the orientation of the Purim along the top and/or bottom chord. LOAD CASE(S) Standard 0 mss runs ype y BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E Kartchner SF788 DAVENPORT 17481085T E01 Roof Spedal 7 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. Job Reference (optional) ---•_-- -- •----- o.uwe.'ul mamamunnlnausviea.Inc I ue Au2aua:Ja:3620l7 P28901 .�y ID:RJgPDIMJCgRAkoOBRQTPgzkbO3-U4gxF_r_oG5YJgnhD9J97Xk NevOlrPPrhXIFPyjpHW rt l 7-6$ 1540-15 2.2 1-0.0 7 -BA 7-6-8 i 7-6-8 2-71-1 5x6 1 7.00 J2 Scale: 1K'=7' 3x9 11 1.5x4 I Safi = 48 = 1.5x4 11 Plate Offsets (X Y)- rB:0-2-15 Edge1 [B:0-0-0,0-2-31. [E:0-3-9.0-2-81, rl:0-3-0 0-3-01 BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 DF Stud/Sid *Except* WEBS W2,W4,W5: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E WEDGE LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.17 B -J >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.30 B -J >999 240 BCLL 0.0 • Rep Stress Incr YES WB 0.87 Horz(TL) 0.08 G n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.11 B -J >999 240 Weight: 134 Ib FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 DF Stud/Sid *Except* WEBS W2,W4,W5: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E WEDGE Left: 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1343/0-5-8 (min. 0-1-8), G=1230/0-5-8 (min. 0-1-8) Max Horz B=285(LC 4) Max UpliftB=-321(LC 4), G=-294(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2728/541, C -D=-1690/342, D -E=-567/114, E -F=-521/140, F -G=-1223/295 BOT CHORD BJ= -721/2455, I -J=-723/2451, H -I=-431/1512 WEBS C -J=0/269, C -I=-1004/312, D-1=-4 314 5 6, D -H=-1329/399, F -H=-250/1006 Sheathed or 3-1-9 oc purlins, except end verticals Rigid ceiling directly applied or 6-0-0 oc bracing. 1 Row at midpt D -H MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced root live loads have been considered for this design. 2) 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 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent vAth any other live loads. 4) • 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) B=321, G=294. 6) 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. 7) "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 'UssmsS ype y kenchnerSF]BB DAVENPORT 174810857 Got Common 2 1 CSI. DEFL. in (loc) I/deb Ud Job Reference (opt' h BMC WEST (IDPHO FALLS), IDAHO FALLS, 10 83402 4x5 II Scale = 1:41.3 Plate Offsets (X Y)— [B:0-24,0-1-81, IF:0-240-1-81 IH:0-3-0 0-3-01 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.12 H -I >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.30 Vert(TL) -0.18 H-1 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 F n/a n/a SCOL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.04 B -I >999 240 Weight: 96 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E •Except• W2,W4: 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1164/0-3-8 (min. 0-1-8), F=1164/0-3-8 (min. 0-1-8) Max Horz B=-184(LC 6) Max UpliflB=-228(LC 8), F=-228(LC 9) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1702/303, C -D=-1473/326, D -E=-1473/327, E -F=-1702/303 BOT CHORD B -I=-292/1370, IJ= -90/896, J -K=-90/896, H -K=-90/896, F -H=-169/1370 WEBS D -H=-166/585, E -H=-429/236, D -I=-166/585, C -I=-429/236 Sheathed or 4-10-5 Dc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ff; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever 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 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) B=228, F=228. 6) 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. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 cuss fuss ype K Rohner SF788DAVENPORT 17-081085T G02 Common 1 1 LOADING (psf) SPACING- 2-0-0 CSI. Job Reference (optional) 3x9 � 3X4 =5x6 = 3X4 O ---n•-•^•-•••-wlv-•--;" o.uwsdunozuiomneKmausmes•mc iue Aug290936372017 Paggel ID:RJgPDI WsJCgRAkoOSROTPgzkbO3-RSyigfiFKtLFy8x3KaMdOyp W9SfnVwsil70sJHyjOHu 5-5-14 10 -it -02 i8S10 21-11-8 5-5-14 5514 55-14 5-5-14 4x5 II Scale =1:40.1 I Plate ORsets(XY1— fA:0-240-1-81 IE.0-2-40-1-81 IF:0-3-OOJ-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deo L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.11 F -G >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.33 Vert(TL) -0.17 F -G >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.13 Horz(TL) 0.04 E We n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.05 A -G >999 240 Weight: 93 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Str or 2x4 DF -N 180OF 1.6E BOT CHORD WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E *Except* W204: 2x4 DF Stud/Std REACTIONS. (Ib/size) A=1062/0-3-8 (min. 0-1-8), E=1062/0-3-8 (min. 0-1-8) Max Horz A=-168(LC 4) Max UpliOA=-195(LC 8), E=-195(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-1723/310, B -C=-14931334, C -D=-1493/334, D -E=-1723/310 BOT CHORD A.G=-310/1391, G -H=-103/906, H -I=-103/906, F -I=-103/906, E -F=-196/1391 WEBS C -F=-172/598, D.F=-437/239, C -G=-172/597, B.G=-437/239 Sheathed or 4-9-7 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance With Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25tt; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever 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 nonconcunent with any other live loads. 4) ` 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 8t between the bottom chord and any other members, vnlh BCDL = 7.Opsf. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at)oint(s) except Qt=1b) A=195, E=195. 6) This truss is designed in accordance vAth the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 7) "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 ruse ype y y "'tchnerS"138DAVENPORT 17-081085T G03 GABLE i 1 CSI. DEFL. in (loc) I/deg Ud Job Reference (optional) �'•'�^` , '.'^••w. . a.uw s JN it Luio Ml lex ln0u5Nes, Inc. I US Aug 29 09:36 39 2017 PB99ei ID:RJgPDI WSJCgRAkoOBROTPgzkbO3-Nr4S5LvVsVbzCR4SS?O51NuwAGP?zrB4mJVzOAyJOHs -1-0-0 10-11-12 21-11-8 2-11 1-0-0 10-11-12 1111-12 4x5 = ""' V J T R R n o n ni 3x4 = 5x6 = Scele =1:43.4 Plate Offsets (X,Y)— [R:0-3.0,0-3-01 LOADING lost) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Ven(LL) -0.00 L n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.03 Ven(TL) 0.00 L n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 L n/a n/a BCDL 7.0 Code IRC2012rTP12007 (Matrix) Weight:112110 FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Str or 2x4 DF -N 1800F 1.6E 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 REACTIONS. All bearings 21-11-8. Installation guide. (Ib) - Max Horz B=-184(LC 6) Max Uplift All uplift 100 lb or less atjoint(s) B, S, T, U, 0, P. 0, L except V=-105(LC 8), N=-105(LC 9) Max Grav All reactions 250 lb or less at joint(s) B, R, S, T. U, Q, P. O, L except V=269(LC 19), N=269(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Truss designed for vend 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. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 lost bottom chord 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 wade 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) B, S, T, U, Q, P. O, L except (jt=1 b) V=105, N=105, 10) This truss is designed in accordance with the 2012 1ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/!PI 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 fuss ruse ype y KanWner SF88 DAVENPORT 17.0810857 G04 Common Gir4er 1 2 Job Re(fence(optionall 11 G .1-1m m iomnert inausmes, inc, me Au 2a09136:412017 Page ID:RJgPDIMJCgRAkoOBRQTPgzkbO3JDCDW1wtO6MRIEgZPQZNn_ F3z4RYIIDd_4S2y)OHq 55.14 10-11-12 16-510 21-11-8 55.14 5-5-14 5-5-14 55-14 45 11 3x8 = 3x8 II 7x10 = 3x8 11 55-14 10-11-12 16510 21-11.8 SS14 5_S1d F_F-II Scale =1:40.7 i Plate Offsets (X.Y)- [G:0 -&O04-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.36 Vert(LL) -0.14 F -G >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.57 Vert(TL) -0.21 F -G >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.07 E We n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.04 G -H >999 240 Weight: 2271b FT=20h LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x6 DF 1800F 1.6E or 2x6 DF SS WEBS 2x4 DF Stud/Std REACTIONS. (lb/size) A=4180/0-3-8 (min. 0-2-4), E=4132/0-3-8 (min. 0-2-3) Max HorzA=166(LC 26) Max UpliftA=-342(LC 8), E=-340(LC 9) BRACING - TOP CHORD Sheathed or 5-1-5 oc purlins. BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=.6915/550, B -C=-4634/415, C -D=.4634/415, D -E=-6904/551 BOT CHORD A -I=-516/5889, W=-516/5889, HJ= -516/5889, H -K=-516/5889, K -L=-516/5889, L -M=-516/5889, G -M=-516/5889, G -N=-404/5879, N -O=-404/5879, O -P=-404/5879, F -P=-004/5879, F -Q=404/5879, Q -R=-404/5879, E -R=-404/5879 WEBS C -G=-277/4114, D -G=-2309/322, D -F=-50/1845, B -G=-2321/322, B -H=-50/1855 NOTES - 1) Special connection required to distribute top chord loads equally between all plies. 2) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords Connected as follows: 2x4 -1 row at 0-9-0 oc. 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. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed ; Lumber DOL=1.33 plate grip DOL=1.33 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 vide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 0t=11b) A=342, E=340. 9) 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. 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 (4-1 Od Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max, starting at 1-10-12 from the left end to 19-10-12 to connect truss(es) J01 (1 ply 2x4 DF -N or DF) to front face of bottom chord. 12) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 JOID I russ Inuss iype Oty ply Kenahner U768 DAVENPORT 17-0 1085T G04 Common Girder 1 2 Job Reference (optional) ^�^� ^� r. ^•��•��^�•3 IW 1. eUlo mu eK lnUVenle3, inc me qu 2a UY3tl:412017 Paget ID:RJ9PDIMJCgRAkoOBRQTPgzkbO3JDCDWiwI06ihRIEgZPQZNn_ F3z4RVIIDU_4S2yj Hq LOAD CASE(S) Standard 1) Dead + Roof Live (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: 1=-619(F) J= -619(F) K= -619(F) L= -619(F) M= -619(F) N= -619(F) 0=-619(F) P= -619(F) Q= -619(F) R= -619(F) Job Ns3 rus4 yp¢ y BOT CHORD 2x4 DF 180OF 1.8E or2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD KQf IneBF]98 DAVENPORT 17.0810857 H 11 GABLE 1 i CSI. DEFL. in floc) I/deg L/d PLATES GRIP Job Reference (optional BMC WEST(IDAHO FALLS), IDAHO FALLS, ID 83402 ID:RJgPDIVJCgRAk00BRQTPgBz.OkbbO0a3-nO1m52b0jN16z0gCL. Y3vpli7es, Inc Tue WAug 2 9 0936 42 2017 Part 22-7-7 25-6-e SHjd7VyjHp1-000 22-7-7 2-11-1 4x5-- 7.0012 Scale =1:49.3 4.00 F12 3x4 = Z Y X W V U T S ft 0 p O 3X8 II 5x6 = Plate Offsets (X Y)- 1121:0-0-0,0-1-31, IB:0-2-15 Edoel [G:0-3-0,0-3-01. IL:0-2-15 0-2-41 [U:0-3-0.0-3-01 BOT CHORD 2x4 DF 180OF 1.8E or2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing LOADING (pso SPACING- 2-0-0 ST2: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E CSI. DEFL. in floc) I/deg L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.19 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.09 Vert(TQ 0.01 A n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Hoa(TL) 0.00 O n/a n/a BCDL 7.0 Code IRC2012ITP12007 (Matrix) Weight:1531b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.8E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 DF 180OF 1.8E or2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std be installed during truss erection, in accordance with Stabilizer ST2: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E Installation guide. WEDGE Left: 2x4 DF Stud/Std REACTIONS. All bearings 25-6-8 (lb) - Max Horz 8=285(LC 4) Max Uplift All uplift 100 lborless at joint(s) O, B, Q, R, S. T. U, V, W. X, Y, P except Z=-146(LC 8) Max Grav All reactions 250 Ib or less at joint(s) O, Q, R. S. T. U, V. W. X, Y. P except B=286(LC 1), Z=446(LC 19) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-267!71 WEBS C -Z=-352/165 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) 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. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord 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 10010 uplift at joint(s) O, B, Q, R, S, T, U, V. W, X, Y. P except (jt=lb) Z=146. 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. LOAD CASE(S) Standard Job Nss Nss ype y y Kartanar8F768DAVENPORT 17.081095T J01 Jerk -Closed 10 1 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.04 D -E Job Reference (optional) 6MG VV S (I OFALLS), IDAHO rnup..0 -02 6.0005 JUI 152016 Meek IndusMes, Inc Tue Aug 2909:36:442017 Pe e1 ID:RJgPDI WsJCQRAkoOBRQTPgzkbO3-kotL63yeh1 EGICzPEY_G?QcgrH3Ge5ZkvbCk3NyjOHn 8$$i 18-1-0 1 -8 8-88 6-a 0-" 5x 3x4 II C F E D 1.5x4 11 4x5 = 3x8 /i Scale = 1:53.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) IldeB L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.04 D -E >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.22 Vert(TQ -0.08 D -E >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TQ -0.01 D n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.01 E >999 240 Weight: 801b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD BOT CHORD 2x4 DF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD WEBS 2x4 DF Stud/Std'Except* WEBS EV2,W3: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E REACTIONS. (Ib/size) F=633/Mechanical, D=633/0-1-8 (min. 0-1-8) Max Horz F=307(LC 8) Max UpliftF=-21(LC 8), D=-289(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shovm. TOP CHORD A -F=-592/42, A -B=-627/0 BOT CHORD E -F=-332/152, D -E=-224/446 WEBS A -E=0/387, B -D=-575/291 Sheathed or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpl C -D, B -D MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer In quitle. 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument vrith any other live loads. 3)' 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 Wde vnll fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) D considers parallel to grain value using ANSI/1-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of Wthstanding 100 lb uplift atjoint(s) F except Ot=lb) D=289. 8) This truss is designed in accordance vnth 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 ores used in the analysis and design of this truss. LOAD CASE(S) Standard Job .••�••-� o •�•A cuss ru55 ype Q y plynerSF7MDAVENPORT I/deo 17481085T Jo1C GABLE 2 1 TC 0.37 Vert(LL) n/a - n/a 999 MT20 Job Referent (optionab �r..��..�•�.......�•••••�. 0.uw a awiozbMeKinau=ss,inc iueAq909:36452017 Pa 3- Oe1 ID:RJgPDIWsJCgRAko08RQTPgzkb0C7RjM02GSKM7wMYwFVXd8uoNFNYJt8FyHcpyjHm 13-1-0 -8 131-0 0.-S 4x8 5x12 MT20HS I Scale =1:49.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deo Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a - n/a 999 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 SC 0.36 Vert(TL) n/a - n/a 999 MT20HS 165/146 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 HOrz(TL) -0.00 1 n/a We BCDL 7.0 Code IRC2012rTP12007 (Matrix) Weight: 99 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.8E or 2x4 OF No. t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No. t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E WEBS 1 Row at midpt H -I, GJ OTHERS 2x4 OF Stud/Std *Except' MiTek recommends that Stabilizers and required cross bracing ST6,ST7: 2x4 DF 180OF 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N 180OF 1.6E be installed during truss erection, in accordance with Stabilizer Installation Guide. REACTIONS. All bearings 13-1-0. (Ib) - Max Horz P=307(LC 8) Max Uplift All uplift 100 lb or less at joint(s) I, L, K, J except P=-166(LC 6), 0=-549(LC 8), M=-103(LC 8) Max Grav All reactions 250 lb or less at joint(s) I, N, M, L, K, J except P=530(LC 8), 0=331 (LC 15) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -P=-322/104, A -B=-424/159, B -C=-256/101 WEBS B -O=-232/317 NOTES - 1) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; 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) All plates are MT20 plates unless otherwise indicated. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 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 100 Ib uplift at joint(s) I, L, K, J except (jt=lb) P=166, 0=549, M=103. 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. LOAD CASE(S) Standard o mss Nss ype y y xertchner3F7B6 DAVENPORT 17481085T J02A GABLE 1 1 CSI. DEFL. in (too) /dell L/d JabR ( rence(optiona0 umu rrcm y rALLo),,UmHU I=nua. ,u 6, 02 5.000 s J01152016 MITek IneusMes, Inc Tue Au ee 29 09.36:46 2017 Pa e 1 ID:RJgPDIWSJCgRAkoOBROTPgzkb03-g896Zk ut)eU_XW7oMZOk4rh3i4nL67m1Nvhg8Gy?OHI 3 -BA 6A-12 1"' 3-8.8 4114 534 3x4- u o. I" J I H 3.5-0 318f8 8-12 18-8-0 :1-511 n.ifl d.a.d F 41 3x4 = Y I Scale =1:57.2 Plate Offsets(X,Y)- fB:0-1-15.Edge1 IS:0-1-13 0-0-121 TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1,6E or 2x4 OF No. i&Btf or 2x4 DF -N 1600F 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 DF Stud/Std'Except' LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (too) /dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) -0.01 E -F >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.11 Vert(FL) -0.03 E -F >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(TL) 0.03 Y n/a n/a BCDL 7.0 Code IRC2012rFP12007 (Matrix) Wind(LL) 0.01 F >999 240 Weight:116lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins, except end verticals. BOT CHORD 2x4 OF 1800F 1,6E or 2x4 OF No. i&Btf or 2x4 DF -N 1600F 1.6E BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF 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 BLi: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E Installation guide. REACTIONS. All bearings 3-8-8 except (jt=length) Y=0-3-8. (Ib) - Max HorzJ=311(LC 8) Max Uplift All uplift 100 Ib or less at joint(s) H, J except G=-277(LC 8), Y=-217(LC 8) Max Grav All reactions 250 lb or less at joint(s) H, H, J, I except G=686(LC 1), Y=445(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-018/0, E -X=-131/294, D -X=-131/294 BOT CHORD B -G=-655/333, E -F=-168/303 WEBS C -E=-305/170, 8-J=-286/129, B -F=-24/298 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf, h=25ft; Cat. ll; 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 wand loads in the plane of the truss only. For studs exposed to vend (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 4) All plates are 1.5x4 MT20 unless otherwise Indicated. 5) Gable studs spaced at 2-0-0 oc. 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.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. 8) Bearing at joint(s) G, Y considers parallel to grain value using ANSUFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) H, J except Qt=lb) G=277, Y=217. 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. LOAD CASE(S) Standard Job was Truss Type Oty KanchnerSPB8 DAVENPORT 17-061085T PBO2 Piggybaok 9 1 CSI. DEFL. in (loc) Udell Ud Job Reference (optional) =MCAES (1 0 FALLS),!DAHO FALLS, iD 6.402 a.Wua"'2'u1e M1lexinguSalea,InC. Tue Aug 2909: 38: 482017 Pagel 2-8-0 ID:RJgPDIMJCgRAkoOSRQTPgqzzkbO3r 7s_Q08kFkhngHAT02CSGmUbuUiaxDKgCAxC8ylOHj 2-M 2-8-0 3x4 = 2x4 = 2x4 = Scale = 1:11.5 Plate Offsets (X Y)— IC:0-2-0 Edge] LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) 0.00 D n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 E n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 D n/a n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Weight: 13 lb FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 180OF 1.8E or 2x4 DF No.1&Bt(or 2x4 DF -N 1800F 1.6E REACTIONS. (Ib/size) B=150/3-8-2 (min. 0-1-8), D=150/3-8-2 (min. 0-1-8) Max Horz B=-24(LC 6) Max UpliftB=-32(LC 8), D=-32(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 511-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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 will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, D. 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. 8) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASE(S) Standard