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Home My WebLink AboutTRUSS SPECS - 16-00688 - 895 S 2380 W - SFRsczasa weumpm� em=x a Garza ae.emq. io. eawo o Truss Truss Type qty Ply PLATES GRIP MT20 220/195 Weight: 179 lb FT = 20% 16-1x6691 A01 Common 7 1 BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 2x4 DF Stud/Std"Except` WEBS 1Row at midpt F-K,D-K Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 5X6 = Scale =1:66.3 5x8 = 5X8 = 5x8 = LOADING (psf) TCLL 35.0 (Roof Snow= -35.0) TCDL 7.0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/rP12007 CSI. TC 0.85 BC 0.61 WB 0.32 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.32 J -K >999 360 -0.55 J -K >822 240 0.17 H n/a n/a 0.12 K >999 240 PLATES GRIP MT20 220/195 Weight: 179 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 2x4 DF Stud/Std"Except` WEBS 1Row at midpt F-K,D-K W1,W2: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1948/0-5-8 (min. 0-2-1), H=1948/0-5-6 (min. 0-2-1) Max Harz B=177(LC 10) Max UpliftB=-381(LC 10), H=-381 (LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except When shown. TOP CHORD B -C=-3471/643, C -M=-3094/590, D -M=-2854/592, D -E=-2175/453, E -F=-2175/453, F -N=-2854/592, G -N=-3094/590, G -H=-3471/643 BOT CHORD B -L=-656/2980, L-0=441/2443, O -P=-441/2443, K -P=441/2443, K -Q=-289/2443, Q -R=-289/2443, J -R=-289/2443, H -J=479/2980 WEBS E -K=-250/1344, F -K=-1077/340, F -J=-101/514, GJ= -446/238, D -K=-1077/340, D -L=-101/514, C -L=-446/238 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3-secand gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 8=381, H=381. 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a rues mss ype Qty y PLATES GRIP 16106691 A02 Common Supported Gable 1 1 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(Q 0.00 W n/r 120 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 5x6 = Scale =1:65.7 3x6 = 3x6 = AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AS AA Z Y X 3x6 = 3x6 = 1q 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 V n/r 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(Q 0.00 W n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.22 Horz(Q 0.01 V n/a n/a BCLL 0.0 Code IRC2012/rP12007 (Matrix) Weight: 2291b FT = 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 18OOF 1.6E or 2x4 DF No.t&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF NoA&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std *Except* WEBS 1 Row at midpt L -AG, K -AH, M -AF ST9,ST8,ST7: 2x4 DF 1800E 1.6E or 2x4 DF No. 1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 38-0-0. (lb) - Max Horz B=177(LC 10) Max Uplift All uplift 100 lb or less at joint(s) B, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AB, AA, Z, Y, X, V Max Grav All reactions 250 Ib or less at joint(s) B, AG, AL, AM, AN, AO, AB, AA, Z, Y, V except AH=323(LC 17), AJ=308(LC 17), AK=290(LC 17), AP=272(LC 17), AF=323(LC 18), AD=308(LC 18), AC=290(LC 18), X=272(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD K -L=-86/257 WEBS K -AH= -295/82, J -AJ= -280/88, I -AK= -262/84, M -AF= -295/79, N -AD= -280/90, O -AC= -262/84 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 10) * This truss has been designed for a live load of 20.Opsf on the bottom chord 1n all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, AH, AJ, AK, AL, AM, AN, AO, AP, AF, AD, AC, AS, AA, Z, Y, X, V. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/rPI 1. 13) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss I russ I ype tyPly IK:04-0,0-3-01 Rigid ceiling directly applied or 8-1-14 cc bracing. 16108891 A03 Roof Special 5 1 in (loc) /deft Lid PLATES GRIP Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 43402 5x6 = Scale: 3/16"=1' 5x8 = 5x8 = 5x8 = 9-5-10 IIF 28414 37-10-8 9-5-10 9-8-e 9-4-14 9-610 Plate Offsets (X,Y)— tB:0-0-8,Edoel, 1C:0-4-0,0-3-41, IG:0-4-0,0-341, IH:0-0-0,0-0-81, II:0-4-0,0-3-01, 1J:04-0,0-3-01, IK:04-0,0-3-01 Rigid ceiling directly applied or 8-1-14 cc bracing. WEBS 2x4 OF Stud/Std *Except* WEBS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) /deft Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.85 Vert(LL) -0.33 J -K >999 360 MT20 220/195 (Roof Snovr35.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.55 J -K >811 240 TCDL 7.0 Rep Stress Incr YES WB 0.32 Hom(TL) 0.16 H n/a n/a BCLL 0.0 Code IRC2012rFP12007 (Matrix) Wind(LL) 0.12 H-1 >999 240 Weight:1771b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 2-2-0 cc purlins. BOT CHORD 2x4 OF 1800E 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-1-14 cc bracing. WEBS 2x4 OF Stud/Std *Except* WEBS 1 Row at midpt D -J, F -J W2,W1,W3: 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1947/0-5-8 (min. 0-2-1), H=1835/0-4-0 (min. 0-1-15) Max Hoe B=185(LC 10) Max UpliftB=-381(LC 10), H=-345(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-3469/643, C -D=-3095/593, D -E=-2172/453, E -F=-2170/453, F -L=-2843/594, G -L=-3082/591, G -H=-3434/644 BOT CHORD B -K=-664/2978, K -M=-449/2430, M -N=449/2430, J -N=449/2430, J -O=-296/2434, O -P= -296/2434,1-P=-296/2434, H -I=-496/2964 WEBS C -K=-445/238, D -K=-102/517, DJ= -1042/340, E -J=-251/1342, F -J=-1074/340, F -I=-105/516, G-1=441/239 NOTES - 1) Wind: ASCE 7-10; Vu1t=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1 b) B=381, H=345. 8) 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job loss I was I ypey [1:0-40,0-3-% IJ:0-4-0 y [K:0-4-0,0-3-01 16-106691 A04 Roof Spedal 6 1 CSI. DEFL. in (loc) I/deft Lid Job Reference (oplipnap BMC (IDAHO FALLS), IDAHO FALLS, ID 63402 11-0-0 64-0 5x6 = Scale: 3A6"=f' 5x8 = 5x8 = 5x8 = 9-5-10 19-0-0 284-14 37-10-8 9-5-10 9-8-8 9-4-14 9-5-10 N Ib Plate Offsets (X,Y)- IB:0-0-8.Edgel. IC:04-0.0-341 [G:04-0,0-341, 1H:0-0-0 0-0-81 [1:0-40,0-3-% IJ:0-4-0 0-3-01 [K:0-4-0,0-3-01 WEBS 2x4 DF Stud/Std"Except* WEBS 1Row at micipt D -J, FJ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.85 Vert(LL) -0.33 J -K >999 360 MT20 2201195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.64 Vert(TL) -0.56 J -K >806 240 TCDL 7.0 Rep Stress Incr YES WB 0.32 Horz(fL) 0.17 H n1a n/a BCLL 0.0" Code IRC2012/TP12007 (Matrix) Wind(ILL) 0.12 H-1 >999 240 Weight:1771b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or2x4 OF No.1&Btr TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 8-1-13 oc bracing. WEBS 2x4 DF Stud/Std"Except* WEBS 1Row at micipt D -J, FJ W2,W1,W3: 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1952/0-5-8 (min. 0-2-1), H=184011fiechanical Max Horz B=185(LC 10) Max UpliftB=-382(LC 10), H=-347(LC 11) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-3480/644, C -D=-3106/594, D -E=-2183/456, E -F=-2181/454, F -L=-2878/600, G -L=-3116/598, G -H=-3480/653 BOT CHORD B -K=-66512988, K -M=-450/2440, M -N=450/2440, J -N=-45012440, J -O=-299/2454, O -P= -299/2454,1-P=-299/2454, H -I=-506/3015 WEBS C -K=445/238, D -K=-102/517, D -J=-1042/340, E -J=-252/1352, F -J=-1088/342, F -I=-110/540, G-1=4701245 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) B=382, H=347. 9) 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. 10) "Semi-rigid pitchbresks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss I cuss I ypey y 16-106691 A05 R.& Spedel Supported Ge6le 1 i Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 s Ju115 2016 MITek InduaMes, InG Mop Od 0314:28:37 2016 Pa¢e 1 ID:gEVrhwH7VglEgV__YOBEaPYZyyIGW-Ou4V W2?fmPJreOYGhfJSk2ot90KdRDD9PM1HDlyX4e8 ri-O-Q 19-0-0 37-10-8 M-0- 19-0-0 18-10-8 Scale = 1:65.0 5x6 = 3x6 = 3x6 = AN AM AL AK AJ At AH AS AF AE AD AC AS AA 3x6 = 3x6 = X9 37-10-8 Plate Offsets (X,Y)- ID:0-3-0.0-3-01. IS:0-2-11,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 A n/r 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 A n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.22 H=(TL) 0.01 U n/a n/a BCLL 0.0Code IRC20121TPI2007 (Matrix) Weight:2271b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std *Except* WEBS 1 Row at midpt K -AE, J -AF, L -AD ST9,ST8,ST7,ST10,ST11: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 37-10-8. (lb) - Max Hon: B=185(LC 14) Max Uplift All uplift 100 lb or less at joint(s) B, AF, AH, AI, AJ, AK, AL, AM, AN, AD, AS, AA, Z, Y, X, W except V=-110(LC 11) Max Grav All reactions 250 Ib or less at joint(s) B, AE, AJ, AK, AL, AM, Z, Y, X, W, U except AF=325(LC 17), AH=303(LC 17), AI=275(LC 17), AN=257(LC 17), AD=318(LC 18), AB=309(LC 18), AA=292(LC 18), V=296(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS J -AF= -297/84, I -AH= -275/88, L -AD= -290/77, M -AB= -281/90, N -AA= -264/84 NOTES - 1) 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 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) B, AF, AH, Al, AJ, AK , AL, AM, AN, AD, AS, AA, Z, Y, X, W except gt=1b) V=110. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI I. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard c mss toss ype y y Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 1&1 ess91 BO1 Common Girder 1 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 63402 8.000 s Jul ID 2U15 MI I eK Im1USmee, Ina Mon Oc10314:28:392016 Pagel ID:gEWnwH7VgIEgV_YOBEaPYZyylGW-zHC mjOvIOZZuiffo4LwgTt6RpwCWXSszMNIAyX4e6 588 1011-0 16-48 21-10-0 55-6 5-5-8 55-8 4x6 = Scale = 1:51.7 -- — 3x6 11 1 Ox16 11 34 11 3x511 K J 1 H G HTU210 HUS26 HUS26 HUS26 12xl2 = 3x611 HUS26 3x611 HUS26 16-0-8 1 21-100 Plate Offsets (X Y)— [A:0-4-0,0-1-91, f E:0-4-0 0-1-91 [W-6-0,0-9-81, TOP CHORD [L70-9-8,0-5-01 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: A -L 9-2-5 cc bracing: K -L. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.46 Vert(LL) -0.08 A -L >999 360 MT20 137/130 (Roof Snowe35.0) Lumber DOL 1.15 BC 0.44 Vert(TL) -0.12 A -L >999 240 TCDL 7.0 * Rep Stress lncr NO W8 1.00 Hoa(fl-) 0.01 K n/a n/a BCLL 0.0 Code IRC2012/7PI2007 (Matrix) Wind(LL) 0.04 A -L >999 240 Weight:2321b FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr BOT CHORD 1-1/2x11-7/8 LP-LSL 1.75E WEBS 2x4 DF Stud/Std *Except* W3: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr OTHERS 2x4 DF Stud/Std BRACING - TOP CHORD Sheathed or 3-3-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: A -L 9-2-5 cc bracing: K -L. WEBS 1Row at midpt C -K 2 Rows at 1/3 pts B -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-11-8 except (jt=length) A=0-5-8. (lb) - Max HorzA=185(LC 7) Max Uplift All uplift 100 lb or less stjoint(s) E, F except A=-910(LC 8), K=-2112(LC 8), H=-274(LC 9), J=-2697(LC 1), G=-884(LC 1) Max Grav All reactions 250 Ib or less at joint(s) E, G, F except A=4782(LC 1), K=10591(LC 1), H=1160(LC 1), J=555(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD A -B=-3544/652, B -C=-229/1030, C -D=-188/1028, D -E=-220/554 BOT CHORD A -AC= -604/2859, AC -AD= -604/2859, AD -AE= -604/2859, L-AE=.604/2859, L -AF= -604/2859, AF -AG= -604/2859, K -AG= -604/2859, J -K= -359/167,1-J=-359/167, H -I=-359/167, G -H=-359/167, F -G=559/167, E -F=-359/167 WEBS C -K=-1430/276, D -K=-475/198, D -H=-393/271, B -K=4293/964, B -L=-793/4227 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3-seconitgust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/FPI 1. 3) TOLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 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 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 wide Will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) E, F except Qt=1b) A=910, K=2112, H=274, J=2697, G=884. 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) 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. Continued on page 2 l�o� rums rums ype - Qty - Ply 16-106891 301 Common Girder 1 1 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 63402 8 Lou m Jul 1S201e MIleKlntlusmes,Inc. Mon Oct03142a392016 Page2 ID:gEWhwH7VglEg\ YOBEaPYZyylGW-zHCGwjOvIOZZuiffo4LwgTt6RpwCvxXSszMNIAyX4e6 NOTES - 12) Use Simpson Strong -Tie HTU210 (32-10d Girder, 14-10dxl 112 Truss, Single Ply Girder) or equivalent at 0-10-12 from the left end to connect truss(es) A04 (1 ply 2x4 DF) to back face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 6-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 2-10-12 from the left end to 10-10-12 to connect truss(es) A04 (1 ply 2x4 DF) to back face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Snow (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: K=-1826(8) AC= -1828(B) AD= -1826(B) AE= -1826(B) AF= -1826(B) AG= -1826(B) Job mss mss Iype Qty ply 16-106691 Col Common 5 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 4x6 = Scale = 1:41.0 44 = 3x4 = 5x6 = 4x4 = 24-M Plate Offsets (X,Y)- [B:0-2-6,Edgel. [F:0-2-6,Edgel, fH:0-3-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.63 Vert(LL) -0.12 1 >999 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.43 Vert(TL) -0.23 F -H >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.33 HOrz(TL) 0.07 F n/a n/a BCLL 0.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.06 B-1 >999 240 Weight: 95 lb FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1239/0-5-8 (min. 0-1-8), F=1239/0-5-8 (min. 0-1-8) Max Horz B=94(LC 10) Max UpliftB=-249(LC 10), F=-249(LC 11) BRACING - TOP CHORD Sheathed or 3-6-3 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2348/441, C -J=-2012/370, D -J=-1997/390, D -K=-1997/390, E -K=-2012/371, E -F=-2348/441 BOT CHORD 8 -1= -432/2082.H -I= -180/1362,F -H=-338/2082 WEBS D -H=-154/757, E -H=-618/242, D -I=-154/757, C -I=-618/242 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) * 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 Wll ft between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except Qt=1b) B=249, F=249. 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o mss cuss ype y y ifi-10fi691 CO2 Common Supported Gable 1 1 DEFL. in (loc)/deft L/d PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.14 Job Reference o tional BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 ID:gEWhwH7VgIE9V_ 4x4 - Scale = 1:41.3 3x4 = 11 „ r = n o n ni 3x4 - 5x6 = 14 0 REACTIONS. All bearings 24-0-0. (Ib) - Max Harz B=94(LC 14) Max Uplift All uplift 1001b or less at joint(s) B, S, T, U, Q, P, 0, L except V=-123(LC 10), N=-122(LC 11) Max Grav All reactions 250 Ib or less at joint(s) B, R, U, 0, L except S=264(LC 17), T=290(LC 17), V=386(LC 1), 0=284(LC 18), P=290(LC 18), N=386(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. WEBS F -S=-258/81, E -T=-255/85, C -V=-304/139, H -Q= -258/80,1-P=-255/85, K -N=-304/139 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered forthis design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chard bearing. 8) Gable studs spaced at 2-0-0 oc 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, S, T, U, Q, P, O, L except Qt=1b) V=123, N=122. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSV FPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 2440.0 Plate Offsets (X Y)- [P:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deft L/d PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.14 Vert(LL) -0.00 M n/r 120 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 M n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.09 Hom(TL) 0.00 L We n/a BCLL 0.0 Code IRC2012TPI2007 (Matrix) Weight:106Ib FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 24-0-0. (Ib) - Max Harz B=94(LC 14) Max Uplift All uplift 1001b or less at joint(s) B, S, T, U, Q, P, 0, L except V=-123(LC 10), N=-122(LC 11) Max Grav All reactions 250 Ib or less at joint(s) B, R, U, 0, L except S=264(LC 17), T=290(LC 17), V=386(LC 1), 0=284(LC 18), P=290(LC 18), N=386(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) or less except when shown. WEBS F -S=-258/81, E -T=-255/85, C -V=-304/139, H -Q= -258/80,1-P=-255/85, K -N=-304/139 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered forthis design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chard bearing. 8) Gable studs spaced at 2-0-0 oc 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 10) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, S, T, U, Q, P, O, L except Qt=1b) V=123, N=122. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSV FPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss Truss Type _ Oly Ply BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 18-108891 001 Common Supported Gable 1 1 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 1, 4x4 = 3x4 = 3x4 = 3x10 II 3x10 II Scale = 1:27.9 Plate Offsets (X Y)- [B:0-0-0,0-041, IB:0-1-15 Edael IH:Edoe TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr 0-0-41 11-1:0-1-15 Edoel BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (lac) /dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 H Ink 120 TCDL 7.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 H n/a n/a BCLL 0.0 Code IRC20121TP12007 (Matrix) Weight: 53 Ib FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc pudins. BOT CHORD 2x4 OF 1800F 1.6E or2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEDGE be installed during truss erection, in accordance with Stabilizer Left: 2x4 DF Stud/Std, Right: 2x4 DF Stud/Std Installation guide. REACTIONS. All bearings 11-4-0. (lb) - Max Horz B=117(LC 7) Max Uplift All uplift 1001b or less at joint(s) B, H, M, N, K, J Max Grav All reactions 250 Ib or less at joint(s) L, M, N, K, J except B=252(LC 14), H=252(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except When shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber D011=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 1.5x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas Where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, H, M. N, K, J. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joints) H. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard a mss mss ype y y PLATES GRIP MT20 220/195 Weight: 84 lb FT=20% 76108891 E01 Common 2 1 BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing Job Reference o tonal BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 4x6 = Scale = 1:37.2 44 = 3x4 = 5x6 = 4x4 = i4-6-11 LOADING (psf) (Roof Snow= -35.0) TCLL 35.0 7.0 TCLL 7.0 BCDL 0.0' BCDL 7.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr VES Code IRC2012/7PI2007 CSI. TC 0.49 BC 0.43 WB 0.33 (Matrix) DEFL. Vert(LL) Vert(TL) Hom(TL) Wind(LL) in (loc) /deft Ltd -0.12 G -H >999 360 -0.23 G -H >999 240 0.07 E n/a n/a 0.06 A -H >999 240 PLATES GRIP MT20 220/195 Weight: 84 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 3.11-10 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (Ib/size) A=1053/0-3-8 (min. 0-1-8), E=1159/0-3-8 (min. 0-1-8) Max Hom A=-85(LC 15) Max UpliftA=-204(LC 10), E=-255(LC 7) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2357/453, B -C=-2014/390, C -I=-1990/380, D -I=-2000/363, D -E=-2340/443 BOT CHORD A -H=440/2139, G -H=-191/1392, E -G=-353/2114 WEBS C -G=-136/703, D.G=-579/223, C -H=-142/738, B -H=-607/226 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25R; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category ll; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt -lb) A=204, E=255. 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss cuss ype tyPly in ([cc) 16-106691 E02 Common Suppotled Gable 1 1 TC 0.12 Vert( L) 0.00 K n/r 120 Job Referencea (optional) BMC (IDAHO FALLS), NANO FALLS, Ntl840[ ID:gEWhwH7VglEgV_YOSEaPYZyyIGW-Fd7v075lfARaEnk?j2zZcxgPzePn24U:rz2 iGy1�4e? 10-11-0 21-10-0 X22-10-0 10-11-0 10-11-0 Scale = 1:37.2 44 — 3x4 = V U T S R O P O N M 3x4 — 3x4 = 4 0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in ([cc) I/def] L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.12 Vert( L) 0.00 K n/r 120 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.06 Velt(TQ 0.00 L n/r 120 TCDL 7.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 K n/a n/a BBCLL 0.0 Code IRC2012ITP12007 (Matrix) Weight: 90 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc 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 21-10-0. (lb) - Max Horz A=-85(LC 11) Max Uplift All uplift 1001b or less at joint(s) A, S, T, U, V, Q, P, N, M, K Max Grev All reactions 250 lb or less at joint(s) A, R, U. N. K except 5=279(LC 17), T=272(LC 17), V=295(LC 1), Q=276(LC 18), P=261(LC 18), M=265(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS E-5=-252/80 NOTES - 1) Wind: ASCE 7-10; Vult=I I5mph (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 fight exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for vend 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered forthis design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Gable studs spaced at 2-0-0 cc. 9) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, S, T. U, V, Q, P, N M, K. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfrP11. 13)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 mss was ype Qty Ply in 16106691 G01 Monapitch 1 1 Plate Grip DOL 1.15 TC 0.46 Vart(LL) -0.04 A-E Job Reference (optional) BMG (IDAHO YALL5), [OAHU YALW. W C'4u3 ID:gEWhwH7VgIE9V_YOBEaPVZyyIGW-kpgHcS6xQUZRmJBGmUo89CUT2iMngHdiDlpajy 4e_ 5-3-0 10-6-0 5-3-0 5-3-0 3x4 11 Scale = 1:24.9 3x4 = 1.5x4 II °S4 — 10.60 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.46 Vart(LL) -0.04 A-E >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.23 Vert(TL) -0.06 A-E >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.50 HOrz(TL) 0.01 D n/a n/a BCLL 0.0 ' rnl �n Code IRC2012riPI2007 (Matrix) Wmd(LL) 0.02 A-E >999 240 Weight: 44 Ib FT = 20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or2x4 DF No.1&Btr BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) A=500/0-3-8 (min. 0-1-8), D=500/Mechanical Max HorzA=160(LC 10) Max UpliftA=-92(LC 10), D=-153(LC 10) Max GmvA=538(LC 16), D=615(LC 16) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-1018/132 BOT CHORD A -E=-239/887, D -E=-239/887 WEBS B -D=-925/250 BRACING - TOP CHORD Sheathed or 6-0-0 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 quide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (gat roof snow); Category II; Exp C; Fully Exp.; C1=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) A except Ut=1b) D=153. 8) 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. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o mss mss ype y rely �l 16-1Ofifi81 H01 Monopilch 8 1 PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.05 B -D >999 360 Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.0005 Jul 152016 MTek lndusWes, Inc Mon Oa0314:28:482016 Pa99e1 ID:gEWnwH7VglEgV-YOBEaPYZyylGWCOEgpo7ZBnhHT4uNgT01hMleQR28WELnxt2M59yX4dz 4x4 11 2x4 = 1.5x4 II Scale = 1:15.7 NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=1b) C=102. 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/rP11. 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard &843 Plate Offsets (X Y)- [C:0-2-0,0-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) IIdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.57 Vert(LL) -0.05 B -D >999 360 MT20 220/195 (Roof Snow -35.0) Lumber DOL 1.15 BC 0.19 Vert(TL) -0.09 B -D >702 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCLL 0.0 Code IRC20121TPI2007 (Matrix) Wind(LL) 0.00 B **** 240 Weight: 201b FT=20% BCDL 7.0 LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 5-8-8 0c purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=216/Mechanical, D=38/Mechanical, B=377/0-3-8 (min. 0-1-8) Max Horz 8=100(LC 10) Max UpliftC=-102(LC 10), B=-100(LC 6) Max GravC=265(LC 17), D=92(LC 5), B=400(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. NOTES - 1) 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 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except (jt=1b) C=102. 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/rP11. 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASE(S) Standard o mss cuss ype y y in 76-106691 KO1 RaM Spedal 2 1 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 B Job Reference (aptiona0 BMC (IDAHO FALLS), IDAHO FALLS, ID 63402 2x4 = 1.5x4 II Scale =1:8.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)/deg L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 B >999 350 MT20 220/195 (Roof Snowv35.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B-E >999 240 TCDL 7.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 D n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 B -- 240 Weight: S Ib FT = 20 BCDL 7.0 LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr WEBS 2x4 DF Stud/Std BRACING- TOPCHORD BOT CHORD REACTIONS. (Ib/size) D=6/0-0-2 (min. 0-1-8), E=73/Mechanical, B=219/0-5-13 (min. 0-1-8) Max Horz 8=51 (LC 6) Max UpliftD=-14(LC 6), E=-180(LC 16), B=-79(LC 6) Max GravD=129(LC 16), E=86(LC 17), B=287(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Sheathed or 1-11-12 oc purlins, except end verticals 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 grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times gat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 vide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B except Qt=lb) E=180. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) D. 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 o loss mss ype ty Y 1-10-8 18-106691 Lm Roof Spedal 2 1 Jab Reference o lional BMC (IDAHO FALLS), IDAHO FALLa, ID dJUZOM••^' ••^• IO:gEWhwH7VgIEgV_VOBEaPYyyI ZGW-BOEU9pjPx?i01 myu2Vmng4mFmN_Br40BXT92y 4dx -1-0-0 1-10.8 ' 1-00 ~ 1-10.e F Scale =1:8.3 2X4 = 1.5x4 II 1-10-8 1-10.8 Plate Offsets (X Y)- ICO -2-00-1-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 B >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B >999 240 TCDL 7.0 Rep Stress lncr YES WB 0.00 Hoa(TL) -0.00 C n/a n/a 07,0 Cade IRC2012ITP12007 (Matrix) Wind(LL) 0.00 B *" 240 Weight: 8 l FT = 20% BBCLL CDL LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF NoA&Btr TOP CHORD Sheathed or 1-10-8 oc pudins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) C=40/Mechanica1, D=121Mechanical, B=205/0-5-8 (min. 0-1-8) Max Horz B=45(LC 10) Max UpliftC=-24(LC 10), B=-58(LC 6) Max GmvC=44(LC 17), D=29(LC 5), B=249(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3second 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) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct=1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or -2.00 limes Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurnent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) C, B. 9) 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. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 11 Ib up at 1-8-12 on top chord. The designlselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1. 15, Plate Increase= 1. 15 Uniform Loads (pif) Vert: A -C=-84, B -D=-14 Job cuss mss iype Qty y in 16-106691 L02 Monopilch 3 1 Plate Grip DOL 1.15 TC 0.13 Ve I( L) -0.00 B Jab Reference (optional) BMC(IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 a Jul 152016 MITek Industries,Inc. Mon Oct 0314: 28: 512016 Paget ID:gE WnwH7VglEgV_YOBEaPYZyylGWabwoSg9RTi4sKYcyVbZkJ?NFVuf6c]b4DdrGOiUyX4dw -1-0-0 1-10-8 1-0-0 1-048 2x4 = 1.5x4 II Scale = 1:8.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in ([cc) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Ve I( L) -0.00 B >999 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B >999 240 TCDL 7.0 Rep Stress lncr YES WB 0.00 H=(TIL) -0.00 C n/a n/a ACni 0.0 * Code IRC2012/rP12007 (Matrix) Wind(LL) 0.00 B **** 240 Weight: 8 l FT=20% LUMBER - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.1&Btr BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) C=40/Mechanical, 3=12/Mechanical, B=205/0-5-8 (min. 0-1-8) Max Hom B=45(LC 10) Max UpliftC=-44(LC 16), B=-58(LC 6) Max GravC=44(LC 17), D=29(LC 5), B=249(LC 16) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 cc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=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) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) C, B. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrrPI 1. 10)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used 1n the analysis and design of this truss. 11) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500i n. LOAD CASE(S) Standard