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Home My WebLink AboutTRUSS & JOIST SPECS - 17-00194 - 280 Baldwin - SFR#i7-D)IYY ■r�rar;�arar,��r,� [��11� SON MEN BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5x8 = Scale = 1:65.8 5x8 = 5X8 = 5x8 = 9-8-0 19-2 0 28.&0 38-0-0 9 -e -D 960 V-" 960 Plate Offsets(XY)- [BT-1-11.Edge], IC:0-4-00-3-41 Truss Type IH:0-1-11 Edgel Fly KARTCHNER FS4B8 ASHLAND rNss A01 Common JULY 8 7 be Installed during truss erection, in accordance with Stabilizer DEFL. in (loc) I/deft Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5x8 = Scale = 1:65.8 5x8 = 5X8 = 5x8 = 9-8-0 19-2 0 28.&0 38-0-0 9 -e -D 960 V-" 960 Plate Offsets(XY)- [BT-1-11.Edge], IC:0-4-00-3-41 IG:0-4-00-3-01 IH:0-1-11 Edgel BOT CHORD 2x4 OF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD rJ:0-4-00-3-01 IK:04-00-3-01 IL04-00-3-01 WEBS 2x4 OF Stud/Sid "Except* WEBS LOADING (psf) SPACING- 2-0-0 MiTek recommends that Stabilizers and required cross bracing CSI. be Installed during truss erection, in accordance with Stabilizer DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.52 G -H=-3471/643 Vert(LL) -0.32 J -K >999 360 MT20 220/195 TCOL 7.0 Lumber DOL 1.15 BC 0.61 Vert(TL) -0.55 J -K >822 240 BCLL 0.0 " Rep Stress Incr YES WB 0.31 Horz(TL) 0.17 H n/a n1a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.12 K >999 240 Weight: 179 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1 80O 1.8E or 2x4 DF No.1&Bir or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3.0.5 oc pudins. BOT CHORD 2x4 OF 180OF 1.8E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 2x4 OF Stud/Sid "Except* WEBS 1 Row at midpt F -K, D -K MiTek recommends that Stabilizers and required cross bracing W1,W2: 2x4 DF 1800E 1.8E or 2x4 DF No. 1&Btr or 2x4 DF -N 1800E 1.6E be Installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1948/0-5-8 (min. 0-2-1),H=1948/0-5.8 (min. 0-2-1) Max Horz B=177(LC 8) Max UpliftB=-381(LC 8), H=-381 (LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=.3471/643, C -D=-3094/592, D -E=-2175/453, E -F=-2175/453, F -G=-3094/592, G -H=-3471/643 BOT CHORD B -L=-656/2980, L -M=-441/2433, M -N=-041/2433, K -N=-441/2433, K -O=-28912433. O -P=-289/2433, J -P=-289/2433, H -J=-479/2980 WEBS E -K=-250/1344, F -K=-878/340, F -J=-101/525, G -J=.458/238, D -K=-878/340, D -L=-101/525, C -L=-458/238 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) This truss has been designed for a 10.0 lost 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) Provide mechanical connection (by others) of truss to bearing plate capable of Withstanding 100 lb uplift at joint(s) except (jt=1b) B=381, H=381. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrI-PI 1. 7) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE($) Standard o was I was I ype Oty I(ARTCHNER Isles ASHLAND 15044386T A02 Common Supported Gable 1 1 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 purlins. BOT CHORD 2x4 OF 1800F 1,6E or 2x4 DF No.1&Btr or 2x4 DF -N 1BOOF 1.6E Jab Reference loononal 8MC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5x6 = Scale = 1:65.2 3x6 = 3x6 = AP AO AN AM AL AK AJ Al AH AG AF AE AD AC AS AA Z Y X 3x6 = 3x6 = i LOADING (psf) TOLL 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 0,07 BC 0.03 WB 0.13 (Matrix) DEFL. In Vert( L) -0.00 Vert(TL) 0.00 Horz(TL) 0.01 (loc) I/defl Ud V n/r 120 W n/r 120 V n/a n1a PLATES GRIP MT20 220/195 Weight: 229 lb 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 purlins. BOT CHORD 2x4 OF 1800F 1,6E or 2x4 DF No.1&Btr or 2x4 DF -N 1BOOF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std *Except" WEBS 1 Row at midpt L -AG, K -AH, M -AF MiTek recommends that Stabilizers and required cross bracing ST9,ST8,ST7: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 38-0-0. (Ib) - Max Horz B=-177(LC 9) Max Uplift All uplift 100 lb or less at joints) B, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AB, AA, Z, Y. X, V Max Grav All reactions 250 lb or less at joint(s) B, AG, AH, AJ, AK, AL, AM, AN, AO, AF, AD, AC, AS, AA, Z, Y, V except AP=272(LC 19), X=272(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD K -L=-57/257 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3secend 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 ANSVTPI 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 100 lb uplift at joint(s) B, AH, AJ, AK, At, AM , AN, AO, AP, AF, AD, AC, AB, AA, Z, Y, X, V. 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-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 Mss rUee ype y y KARTCHNER F5488 ASHLAND 1]-044386T A03 Root Spedal 12 1 Sheathed or 2-10-13 oc purlins, BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 OF Stud/Std `Except' WEBS 1 Row at midpt D -J, F -J Job Reference (optional) BMC WEST (IDAHO FALSJ, IDAHO FALLS, ID 63402 5x6 = Scale = 1:63.2 5x8 = 5x8 = 5x8 = LOADING (psf) TCLL 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 IRC2012/TPI2007 CSI. TC 0.59 BC 0.63 WB 0.31 (Matrix) DEFL. in Vert(LL) -0.33 Vert(TL) -0.56 Horz(TL) 0.16 Wind(LL) 0,12 (loo) Well Ud J -K >999 360 J -K >801 240 H n/a n/a H-1 >999 240 PLATES GRIP MT20 220/195 Weight:176lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No. 1&Bir or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 2-10-13 oc purlins, BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 8-2-0 oc bracing. WEBS 2x4 OF Stud/Std `Except' WEBS 1 Row at midpt D -J, F -J MiTek recommends that Stabilizers and required cross bracing W2,W1,W3: 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1946/0-5-8 (min. 0.2-1), H=1834/Mechanical Max Hoa B=185(LC 8) Max UpliffB=-381(LC 8), H=-345(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3467/642, C -D=-3095/593, D -E=-2169/453, E -F=-2167/453, F -G=-3087/592, G-1-11=4418/640 BOT CHORD B -K=-663/2977, K -L=-449/2428, L -M=44912428, J -M=-449/2428, J.N=-295/2416, N -O=-295/2416,1-0=-295/2416, H-1=-091/2948 WEBS C -K=-057/238, D -K=-102/530, D -J=.878/340, E -J=-251/1341, F -J=-872/338, F -I=-106/527, G-1=-455/239 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) 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 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) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) B=381, H=345. 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 0 Nsa ws5 ype y TOP CHORD KARTCHNER FS4B8 ASHLAND 17-044386T 1108 Common Supposed Gable i 1 1 Row, at midpl K -AE, J -AF, L -AD recommends that Stabilizers and required cross bracing ST9,ST8,ST7,ST10,ST11: 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btror 2x4 DF -N 1BOOF 1.6E be ins t be installed tlurin truss erection, in accordance with Stabilizer Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 5X6 = Scale: 3118"=1' 3x6 = 3x6 = AN AM AL AK AJ At AH AG AF AE AD AC AB AA Z Y X W V 3x6 = 3X6 = LUMBER- BRACING - 37-M TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. Plate Offsets (X Y)— D'0-3-0.0-3-01 1 Row, at midpl K -AE, J -AF, L -AD recommends that Stabilizers and required cross bracing ST9,ST8,ST7,ST10,ST11: 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btror 2x4 DF -N 1BOOF 1.6E be ins t be installed tlurin truss erection, in accordance with Stabilizer LOADING (psf)SPACING- 2-0-0 CSI. DEFL. in (loc) I/deg Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.05 Vert(TL) 0.00 A Nr 120 BCLL 0.0` Rep Stress lncr YES WE 0.13 Horz(TL) 0.01 U Na Na BCDL 7.0 Code IRC2012lfP12007 (Matrix) Weight: 227 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1600F 1.6E or2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 8-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directlyapplied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Sid `Except' WEBS 1 Row, at midpl K -AE, J -AF, L -AD recommends that Stabilizers and required cross bracing ST9,ST8,ST7,ST10,ST11: 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btror 2x4 DF -N 1BOOF 1.6E be ins t be installed tlurin truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. All bearings 37-9-0, (Ib) - Max Hom B=185(LC 12) Max Uplift All uplift 100 lb or less at joints) B, AF, AH, Al, AJ, AK, AL, AM, AN, AD, AB, AA, Z, Y, X, W except V=Al2(LC 9) Max Grav All reactions 250 Ib or less at joint(s) B, AE, AF, AH, Al, AJ, AK, AL, AM, AD, AB, AA, Z, Y, X, W, U exceptAN=254(LC 19), V=291(LC 20) 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; 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 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 ANSVTPI 1. 4) All plates are 1.5x4 MT20 unless othervise 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 100 lb uplift at joint(s) B, AF, AH, Al, AJ, AK, AL, AM, AN, AD, AB, AA, Z, Y, X, W except 0t=1b) V=112. 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 e Nse Nss ype y y KARTCHNER F5488 ASHLAND 17-0443867 Bol Common Girder 1 2 Job Reference o tional BMC WEST (IDAHO FALLS). IDAHO FALLS, N 83902 i 4x5 = Scale = 1:39.8 3x8 = 4x12 11 12x12 = 8x12 = 2X4 II 13 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl L/d PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.39 Vert(LL) -0.08 IJ >999 360 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.67 Vert(TL) -0.13 W >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.82 Hom(TL) 0,03 H Na n/a BCDL 7.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0,04 I -J >999 240 Weight: 281 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 5-2-12 oc purlins. BOT CHORD 2x6 OF 180OF 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 DF Stud/Std *Except* W4: 2x4 DF 1800F 1.8E or 2x4 OF No.1&Btr or 2x4 DF -N 160OF 1.6E OTHERS 2x4 DF Stud/Std REACTIONS. (lb/size) A=5228/0 -5-B (min. 0-2-13), F=.610/0-5-6 (min. 0-1-8), H=8566/0-3-8 (req. 0.4-9) Max HoaA=-103(LC 9) Max UpliftA=-1021(LC 8), F=-953(LC 19), H=-1633(LC 8) Max GmvA=5288(LC 19), F=425(LC 16), H=8566(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-6709/1283, B -C=-2375/457, C.D=-434/2503, D -E=431/2526, E -F=.621/2283 BOT CHORD A -V=-1201/5924, V-W=A201/5924, J -W=-1201/5924, J.X=.1201/5924, X -Y=-1201/5924, 1 -Y= -1201/5924,1-Z=-417/2069, Z -AA= -417/2069, H-AA=417/2069, G -H=-2011/491, F -G=-2011/491 WEBS B -J=-656/3582, B-1=-4305/903, C -I=-1112/5779, C -H=-5817/1222, D -H=-2547/474, E -H=-612/301 NOTES - 1) 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: 2x5 - 3 rows staggered at 0-2-0 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. 11; 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 ANSVTPI 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 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) WARNING: Required bearing size at joint(s) H greater than Input bearing size. 11) Provide metal plate or equivalent at bearing(s) H to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) A=1021 F=953, H=1633. 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. Continued on page 2 0 N55 rues ype y y xARTCHNER FS488 ASHLAND 17-044386T Bol Common Girder 1 2 Job Reference 0 tl00dl BMC WEST (IDAHO FALLS), IDAHO FALLS, 1083402 u.uuus JUlib2ui6MIIekinduSNe3,in Wella fl[Utla N:W fUIIF 2 ID:caGL2XNjdd9mJFlxr99bOzRWSg-kgzMb07DOBbf2it EM dM_7ZkV17NyYNC1315zRVef NOTES - 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss) or equivalent spaced at 2-0-0 oc max. starting at 0-7-4 from the left end to 10-74 to connect truss(es) A03 (1 ply 2x4 DF -N or DF) to back face of bottom chord. 16) 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 (pif) Vert: A -D=-84, D -F=-84, A -F=-14 Concentrated Loads (Ib) Vert: V=-1824(8) W=-1820(8)X=-1820(B)Y=-1820(8) Z=A820(B)AA=-1820(8) 0 Nss N55 ype y KARTCHNEft FS4B8 ASHLAND 1M44386T C01 Common 2 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference o tional BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 4x5 = Scale = 1:39.3 3x4 = 5x8 = --- — IY 0 Plate Offsets (XY)— [A:0-1-1,0-0-01, [E:0-1-1,0-0-01. fG'0-3-0 0-3-01 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 0.42 Vert(LL) -0,14 G -H >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.48 Vert(TL) -0.27 G -H >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.31 Horz(TL) 0.08 E n/a n/a BCDL 7.0 Code IRC2012rrP12007 (Matrix) Wind(LL) 0.07 A -H >999 240 Weight: 91 Ib FT= 20% LUMBER - TOP CHORD 2x4 OF 180OF 1,8E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Bir or 2x4 DF -N 180OF 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) A=1135/0-3-8 (min. 0-1-8), E=1240/0-3-8 (min. 0-1-8) Max Ho2A=-91(LC 13) Max UpliftA=-220(LC 8), E=-270(LC 5) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-2649/490, B -C=-2178/422, C -D=-2166/412, D -E=-2533/480 BOT CHORD A -H=-476/2308, G -H=-207/1503, E -G=-384/2291 WEBS C -G=-148/685, D -G=-539/241, C -H=-154/701, B -H=-548/244 BRACING - TOP CHORD Sheathed or 3-9-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 9-7-12 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; 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 Teff 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 lb uplift at joint(s) except (t=1b) A=220, E=270. 6) 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. 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 63402 auw s dut i a m a mi i eninauerzies, it, Pr" 'n: my r•aei ID:c GL2XNjdd9mJFlxr99bOzRW5g-BPfVD215h6zEv9RnvUXKzdwjsxguCwg_YvgreQzR ec 11-9-0 236-0 246-0 11-9-0 11-9-0 1-0-0 Scale = 1:39.3 4x5 = 3x4 = V U T S R Q P O N M 3x4 — 3x4 = [g N53 Nea ype y y KAfiTCHNER FS4B8 ASHLAND 17-0443867 P10: CO2 Common Supported Gable 1 7 236-0 Job Reference (optional) BMC WEST(IDAHO FALLS), IDAHO FALLS, ID 63402 auw s dut i a m a mi i eninauerzies, it, Pr" 'n: my r•aei ID:c GL2XNjdd9mJFlxr99bOzRW5g-BPfVD215h6zEv9RnvUXKzdwjsxguCwg_YvgreQzR ec 11-9-0 236-0 246-0 11-9-0 11-9-0 1-0-0 Scale = 1:39.3 4x5 = 3x4 = V U T S R Q P O N M 3x4 — 3x4 = [g LUMBER- BRACING - TOP CHORD 2X4 DF 1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btror 2x4 DF -N 1BOOF 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 Installation guide. REACTIONS. All bearings 23-6-0. (lb) - Max HorzA=-91(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) A, S, T, U, 0, P, N, K except V=-115(LC 8), M=-105(LC 9) Max Grav All reactions 250 lb or less aljoint(s) A, R, S, T, U, Q, P, N except V=375(LC 19), M=348(LC 20), K=259(LC 1) FORCES. (Ib) - Max. Camp./Mac. Ten. -All forces 250 (Ib) or less except when shown. WEBS B -V=-292/128, J -M=-280/123 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=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 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 designeras 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 100 lb uplift at joint(s) A, S, T, U, Q, P, N, K except (jl=1b) V=115, M=105. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 11) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. 12) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 236-0 236-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 35.0 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 0.08 Vert(TL) 0.01 L n/r 120 BCLL 0.0 • Rep Stress lncr YES WB 0,06 Horz(TL) 0.00 K n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weight: 98 lb 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 Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1 &Btror 2x4 DF -N 1BOOF 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 Installation guide. REACTIONS. All bearings 23-6-0. (lb) - Max HorzA=-91(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) A, S, T, U, 0, P, N, K except V=-115(LC 8), M=-105(LC 9) Max Grav All reactions 250 lb or less aljoint(s) A, R, S, T, U, Q, P, N except V=375(LC 19), M=348(LC 20), K=259(LC 1) FORCES. (Ib) - Max. Camp./Mac. Ten. -All forces 250 (Ib) or less except when shown. WEBS B -V=-292/128, J -M=-280/123 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=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 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 designeras 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 100 lb uplift at joint(s) A, S, T, U, Q, P, N, K except (jl=1b) V=115, M=105. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 11) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI1TPI 1. 12) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 N59 fuee ype y (loc) Udell L/d KARTCHNER F54B8 ASHLAND 17-044386T DOI Monopitoh 9 1 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.11 B -D >627 240 Job Reference o ional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Scale: 3/4'=1' 1.5x4 II C 3x6 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.51 Vert( L) -0.05 B -D >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.26 Vert(TL) -0.11 B -D >627 240 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: 22 lb FT= 20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1,6E TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Str or 2x4 DF -N 18o0F 1.6E BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross brecing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 OF Stud/Std Installation guide. REACTIONS. (Ib/size) B=395/0-5-8 (min. 0-1-8), D=263/0-1-8 (min. 0-1-8) Max Horz B=104(LC 4) Max UpliRB=-107(LC 4), D=-81(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except When shown NOTES - 1) Wind: ASCE 7-10; Vult=115mph (&second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and 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 nonconcurrent 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) D 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) D except Qt=1b) 8=107. 7) 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. 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 o N55 N55 ype y y NARTCHNER FS468 ASHLAND 77-044386T E01 Monopilch 7 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 8M02 2x4 - Ib Scale =1:9.4 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&BIT or 2x4 DF -N 1800F 1.8E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=211/0-5-8 (min. 0-1-8), D=60/0-1-8 (min. 0-1-8) Max Horz B=57(LC 8) Max UpliftB=-52(LC 8), D=-21(LC 8) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 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) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCOL=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 nonconcurrent with any other live loads. 3)' 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 vide will fit between the bottom chord and any other members. 4) Bearing al)oint(s) D considers parallel to grain value using ANSIfrPI 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)oint(s) B, D. 7) This truss Is designed 1n 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 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 B >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B -D >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.01 HOrz(TL) 0.00 nla n/a BCDL 7.0 Code IRC20121TPI2007 (Matrix) Wind(LL) 0.00 B *"* 240 Weight: 8 l FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&BIT or 2x4 DF -N 1800F 1.8E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=211/0-5-8 (min. 0-1-8), D=60/0-1-8 (min. 0-1-8) Max Horz B=57(LC 8) Max UpliftB=-52(LC 8), D=-21(LC 8) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 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) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCOL=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 nonconcurrent with any other live loads. 3)' 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 vide will fit between the bottom chord and any other members. 4) Bearing al)oint(s) D considers parallel to grain value using ANSIfrPI 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)oint(s) B, D. 7) This truss Is designed 1n 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 mss lruss lype Oty Ply11WTCHNER FS181 ASHLAND - 17444386T GO1 GABLE 7 1 TC 0.07 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 4x5 = Scale = 1:23.2 3x4 = '" - 11 3x4 = a FORCES. (Ib) - 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 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 cc. 7) This truss has been designed for a 1 D 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 100 lb uplift at joint(s) B, H. M, N, K, J. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 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 12-6.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In floc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) -0.00 1 n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 1 nir 120 BCLL 0.0 " Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 H We rJa BCDL 7.0 Code IRC2012rfP12007 (Matrix) Weight: 511b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DIFN 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF NoA&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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 12-6-8. (lb) - Max Horz6=65(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) B, H, M, N. K, J Max Grav All reactions 250 lb or less at joint(s) B, H. L, M. N, K, J FORCES. (Ib) - 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 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 cc. 7) This truss has been designed for a 1 D 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 100 lb uplift at joint(s) B, H. M, N, K, J. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 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