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Home My WebLink AboutTRUSS & JOIST SPECS - 17-00182 - 733 S 2275 W - SFRCY9 WZ W o oVo Z_ `- W� 10 Z Q O r Q LL Y � i WZ W o oVo Z_ `- W� 10 Z Q O r Q LL Y � 0 IB'0-3-30-1-81 IF:0-3-30-1-81 1H:0-4-00-3-01 11:04-00-3-01 PIy OMCHNER SFHa9 PRINCETON 1]-0438107 A01ss R orspedal ety � LOADING (psf) _7 CSI. DEFL. in Job Reference (optional) BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 5x8 = �irlrlf4YLi[irM1f-1' Scale = 1:52.8 3x8 = 5x8 = 5x8 = 3x8 = N I$ Plate Offsets(XY)- IB'0-3-30-1-81 IF:0-3-30-1-81 1H:0-4-00-3-01 11:04-00-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.66 Vert(LL) -0.37 H-1 >934 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 SC 0.53 Vert(TL) -0.50 H-1 >686 240 BCLL 0.0 Rep Stress lncr YES WB 0.29 Horz(TL) 0.07 F n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.10 B -I >999 240 Weight: 127 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 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 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD WEBS 2x4 OF 1800F 1.6E or 20 OF No.1&Btr or 2x4 DF -N 1800F 1.6E *Except* W2: 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1508/0-5-8 (min. 0-1-10),F=150810-5-8 (min. 0-1-10) Max Hoa B=237(LC 7) Max UpliftB=-293(LC 8), F=-293(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except omen shown. TOP CHORD B -C=-2253/403, C -D=-1953/435, D -E=-1953/435, E -F=-2253/403 BOT CHORD B-1=-392/1841, 1-J=-123/1184, J -K=-123/1184, H -K=-123/1184, F.H=-232/1815 WEBS D -H=-224/809, E -H=-571/313, D.I=-224/809, C -I=-571/313 Sheathed or 3-75 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=25rt 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wrath 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 vide will ft 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 to uplift at joint(s) except Ql=1b) 8=293, F=293. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 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 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 11 4x5 = 3x4 AE AD AC AB AA Z Y X W V U T S R 3x4 = 3x4 = scale = 1:56.0 1$ Plate Offsets (X,Y)- was muss type y y xARTCHNERSF11B9 PRINCETON 1110 1110T A02 Common Supported Gable 1 1 CSI. DEFL. in (loo) I/deb L/d Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 11 4x5 = 3x4 AE AD AC AB AA Z Y X W V U T S R 3x4 = 3x4 = scale = 1:56.0 1$ Plate Offsets (X,Y)- (C:0-3-0.0-3-01.(0:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 Q n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 Q n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Horz(TL) 0.01 P n/a n/a BCDL 7.0 Code IRC2012rfP12007 (Matrix) Weight: 168 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD OTHERS 2x4 DF Stud/Std *Except* WEBS ST7,ST6: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing 1 Row at midpt I -Y M,Tek recommends that Stabilizers and required cross bracing bs installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 29-0-0. (Ib) - Max Horz B=-237(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, Z, AA, AS, AC, AD, AE, W, V, U, T, S, R, P Max Grav All reactions 250 Ib or less at joint(s) B, Y, Z, AA, AS, AC, AD, AE, W, V, U, T, S, R, P FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shovm. 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 ANSUTPI 1. 4) All plates are 1.5x4 MT20 unless otherMse indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 W. 7) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrenl 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 vnll ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 100 Ib uplift at joint(s) B, Z, AA, AB, AC, AD, AE, W, V, U, T, S, R, P. 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 0 MSS N53 ype y y KARTCHNER SFt 1B9 PRINCETON 17-0438107 A03 Roof special 10 1 SPACING- 2-0-0 CSI. OEFL. in (loc) Job Reference (optional) BMGW b (IUAAU FhLL51. IUhRU FALLJ. IIJ W4U2 a.000 s Jul 152w16MlTexlndU8Inee. Ina Mon Apr030a30:572017 PaB01 ID:RgEap9MxHOtJMhu3JSi ISzUTLm51AXtm9nRsWJ7RCV Yhhl3fHRUUdVedAtmYTlwzjS r1 1 73-0 1460 21-7 28- 't-0-0 73-0 7-3-0 7-1-8-8 7-1-B9-0 5x6 = 7m5-1 19-2-0 , 28-9-0 Scale = 1:54.7 I� Plate Offsets (X,Y)- 18:0-3-3.0-1-81, [F:0-0-0.0-1-01. IG:0-4-0.0-3-0), IH:04-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Gnp DOL 1.15 TC 0.66 Vert(LL) -0.36 G -H >961 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.54 Vert(TL) -0.48 G -H >713 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.07 F n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.12 F -G >999 240 Weight: 124 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Blror2x4 DF -N 1800E 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1BOOF 1.6E BOT CHORD WEBS 2x4 DF 180OF 1.6E or2x4 DF No.1&Blror2x4 DF -N 1BOOF 1.6E'Except' W4,W3: 2x4 DF StudlStd REACTIONS. (Ib/size) B=1506/0-5-8 (min. 0-1-10), F=1392/Mechanical Max Hom B=232(LC 7) Max UpliftB=-292(LC 8), F=-256(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except When shown. TOP CHORD B -C=-2251/402, C -D=-1958/439, D -E=-1934/434, E -F=-2237/401 BOT CHORD B -H=-401/1830, H -I=-132/1182, IJ= -132/1182, G -J=-132/1182, F -G=-249/1797 WEBS C -H=-571/313, D -H=-229/813, D -G=-224/803, E -G=-566/312 Sheathed or 3-6-14 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be Installetl 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. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate gip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (t=1b) B=292, F=256. 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 rues _ -- Truss Type Oly PlyKARTCHNER SF11B9 PRINCETON 17-043810T A04 Common Supported Gable 1 1 CSI. DEFL. in floc) IIdeFl L/d Jab Reference (opti6na0 BMC ST (IDAHO FALLS), IDAHO FALLS, In 83402 6.600 s Jul 152016 MITek lneuebles, Inc. Mon Af0366:3e5920P Pagel ID:RgEap9MxHOIJMhu3JS1 IszUTLm2hillRA1zUmlMkMu5zj9NUkm HlvzamSL41ZMozUTJO rt -0-0 14-8-0 28-9-0 V 14-6-0 14 3-0 45 = 3x4 = AF AE AD AC AB AA Z YX W V U T S 3x4 3x4 = Scale = 1:55.6 Plate Offsets (X Y)— [0:0-3-0,0-341, (P:0-2-12 0-3-41 TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std'Except* WEBS 1Row at midpt J -Z LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) IIdeFl L/d PLATES GRIP TCLL 35.0 Plate Gdp DOL 1.15 TC 0.07 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.04 Ved(TL) 0.00 A n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.13 Hoa(TL) 0.01 R n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Weight:1651b FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std'Except* WEBS 1Row at midpt J -Z MiTek recommends that Stabilizers and required cross bracing ST7,ST6,ST8: 2x4 OF 1800E 1.6E or 2x4 OF No.1&Btr or 2x4 DF -KI 180OF 1.6E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-9-0. (Ib) - Max Horz B=233(LC 5) Max Uplift All uplift 1001b or less at joint(s) B, AA, AB, AC, AD, AE, AF, X. W, V, U, T, R except S=-110(LC 9) Max Grav All reactions 250 Ib or less at joint(s) 8, Z, AA, AB, AC, AD, AE, AF, X, W, V, U, T, S, R FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except When shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. 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) 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 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, AA, AB, AC, AD, AE, AF, X, W. V, U. T, R except (jt=1b) S=110. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, R. 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/rP11. 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 Job MISS muss ype y xARTCHNER SF1189 PRINCETON 17443810T Dot Common Girder 1 2 Job Reference (optional) 8MC MST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.00 a Jul 152016 MiTek Industries,Ina Mon AAanr 0306'31:012017 Pa9ei ID:RgEap9MxHOtJMhu3JS 7 IszUTLrn-_4P2j7CHU50lb2 WGDOIdTvp3v5gQRH9loOwlyRhzUTJO 5-4-6 148-12 16-1-2 21-5-8 5-4-6 5_4 a 54 -6 5-4 6 4x5 = L K J I H G 4x12 II 2x4 II 5-4-0 148-12 10,9-0 16-1-2 27-5-e 5-4-6 I 5.4 a 0 54-2 1 5-08 IY 0 Scale = 1:45.1 Plate Offsets (X,Y)— fA:0-7-0.0-0-151. IEO-7-0,0-0-151 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Wall Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Ven(LL) -0.08 E -F >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 SC 0.61 Ven(TL) -0.13 E -F >961 240 BCLL 0.0 Rep Stress Incr NO WB 0.91 HOR(TL) 0.01 E n/a n/a BCDL 7.0 Code IRC2012/FPI2007 (Matrix) Wind(LL) 0.04 E -F >999 240 Weight: 285 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 OF Stud/Std 10-0-0 oc bracing: F-G,E-F. OTHERS 2x4 OF Stud/Std REACTIONS. All bearings 10-9-0 except Qt=length) E=0-5-8. (lb) - Max HORA=162(LC 5) Max Uplift All uplift 100 lb or less at joints) I, K, L except A=-279(LC 20), E=-618(LC 9), G=-1342(LC 9), J=-820(LC 20), H=-1140(LC 20) Max Grav All reactions 250 Ib or less at joint(s) A, H, K, L except E=3193(LC 1), G=6901(LC 1), G=6901(LG 1), J=477(LC 15), 1=405(LC 20) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. TOP CHORD A -B=-202/680, B -C=-233/1428, C -D=-238/1434, D -E=-3360/645 BOT CHORD A -L=-551/208, K -L=-551/208, J -K=551/208, I -J=-551/208, H -I=-551/208, G -H=-551/208, G -AC= -090/2841, AC-AD=490/2841, F-AD=490/2841, F-AE=490/2841, AE -AF= -490/2841, E-AF=490/2841 WEBS C -G=-1733/315, D -G=4613/1007, 0-F=-738/4117, B -G=-762/220, B -J=-411/638 NOTES - 1) 2 -ply truss to be connected together with IOd (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 0-5-0 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) Unbalanced roof live loads have been considered for this design. 4) 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 5) 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. 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 nonconcument 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 ft between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100Ib uplift at joint(s) I, K, L except (jt=1b) A=279, E=618, G=1342, J=820, H=1140. 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/FPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 0 Nss TrussType Oly Ply KARTCHNER SF11as PRINCETON 17-04381oT Bol Common Giller 1 2 Job Reference (optional) BMC MST (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000s Jul 15 2016 Mrek IndusNes, Inc Mon APPr03 0831:m 2017 Pag9e 2 ID:RgEap9MxH0WMhu3JS1 IszUTLm-_4P2j7CHU50lb2WGDOldTvp3v5gORH91oO WgRhzU7J0 NOTES - 13) 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. 14) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 12-0-12 from the left end to 20-0-12 to connect truss(es) A03 (1 ply 2x4 DF -N or DF) to back face of bottom chord. 15) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.15, Plate Increase= 1. 15 Uniform Loads (plf) Vert: A -C=-84, C -E= -84,A -E=-14 Concentrated Loads (lb) Vert: F= -1378(B) AC= -1378(B) AD= -1378(8) AE= -1378(B) AF= -1378(B) 0 Nee Nse ype y y U19PRINCETON 17-0438101 Col Common Supparted Gable 1 1 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Job Reference o tonal BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 4x5 = Scale = 1:23.0 3x4= '1 — '1 3x4= LOADING (pst) SPACING- 2-0-0 TCLL 35.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 Rep Stress Ina YES BCDL 7.0 Code IRC2012/TPI2007 CSI. DEFL. in (loo) IIdeB L/d TC 0.07 Vert(LL) -0.00 1 n/r 120 BC 0.03 Vert(TL) -0.00 1 TIM 120 WB 0.04 Horz(TL) 0.00 H n/a We (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E OTHERS 2x4 OF Stud/Std REACTIONS. All bearings 11-2-0. (b)- Max HorzB=-101(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, H, M, N, K, J Max Grav All reactions 250 It, or less at joint(s) B, H, L, M, N, K, J FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shovm. PLATES GRIP MT20 220/195 Weight: 47 lb FT=20% I BRACING - TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during trues erection, in accordance vrith 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; BCOL=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 vAnd 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 Dc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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 VAII fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, H, M. N, K, J. 10) Beveled plate or shim required to provide full bearing surface With truss chord at joint(s) H. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard 0 NSS N93 ype y DEFL. KARTCHNER SFI 189 PRINCETON 17-0438101 001 Monopivc 8 1 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 B -D Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Scale = 1:13.2 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.02 B -D >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.14 Vert(TL) -0.05 B -D >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 B """ 240 Weight: 17 lb FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=336/0-3-8 (min. 0-1-8), D=209/0-1-8 (min. 0-1-8) Max Horz B=88(LC 4) Max UpliftB=-95(LC 4), 0=-64(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 4-8-8 oc purlins, except end verticals. 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) Wind: ASCE 7-10; Vuh-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 2) This truss has been designed for a 10.0 lost bottom chard live load nonconcurrent vnth 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 wide vAll fit between the bottom chord and any other members. 4) Bearing at joint(s) 0 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) B, D. 7) This truss is designed in accordance vbth 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 0Truss ruse ype y y I TCHNER SF1189 PRINCETON 77A43810T D02 Monopilch e 1 PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Job Reference (ootlonaFl JMG wtb I (I1JA11U rALLS), IUAhU VALLb, IU UMU2 6.000 s Jul 152016 MiTek In .W.s, Inn Mon Apr03 08:3105 2017 Pa e 1 I0:RgEap9MxHOtJMhu3JS1_IszUTLm-srfZZVFoYKXA4fg2SDgZd1_osiKhNJLLjOUuaSzUI JK -1-60 3fi$ 4-10.0 1-0-0 3AA F 1-1-a Scale = 1:13.3 2x4 = 34B— [d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deFl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) -0.01 B-E >988 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 B-E >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 n/a n/a 8CDL 7.0 Code IRC2012/rP12007 (Matrix) Wind(LL) 0.00 B ...* 240 Weight: 15 lb FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.8E or 2x4 OF No.1&Blr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No. 1&BIT or 2x4 DF -N 180OF 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=276/0-3-8 (min. 0-1-8), E=268/0-1-8 (min. 0-1-8) Max Horz B=87(LC 4) Max UpliftB=-78(LC 4), E=-90(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 3-8-8 oc purlins, except end verticals. 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) 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 night exposed ; Lumber DOL=1.33 plate gnp 0OL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonwricurrent with 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 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) E Considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity o bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 6) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) B, E. 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 pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ Truss Type Qty Ply KARTCHNERS11189PRINCETON 17-0438107 D03 MonopAch 5 1 Plate Grip DOL 1.15 TC 0.16 Vert(LL) -0.01 B -D Job Reference (optional) MU Mb tl / U�ALL ), IUAHU PALLS, IU U: UZ L.WU S JUI I o 2Ul E MI I eN MOM", ino mon A r W utl:Jl:ur 2111/ Pd9e1 ID:RgEapgMxHOIJMhu3JS1_Is2UTI-m-pEnJ_BH24xnuJnQZes11A3 eWl9rDreAKz_eK2UTil -7-00 3-8-8 3x1010 -0-0 3-M i 2x4 = Scale = 1:11.4 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 0.16 Vert(LL) -0.01 B -D X999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 B -D >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(TL) 0.00 n/a n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 14 lb FT=20% LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.18Btf or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (lb/size) B=291/0-3-8 (min. 0-1-8), D=157/0-1-8 (min. 0-1-8) Max Horz B=73(LC 4) Max UpliftB=-89(LC 4), D=48(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 3-8-8 oc pudins, except end verticals. 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) 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 gnp DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • 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. 4) Bearing at joints) D considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 6) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb 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/I-PI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard