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HomeMy WebLinkAboutTRUSS - 17-00086 - 300 Baldwin Dr - SFR8 ' _ 00-00-5 ' JoF I russ Truss Type DEFL. in chner FS668 Pbnceton 1 17-020236 A02 Common Supported Gable (Roof Snow= -35.0)7.0 =1y J Vert(LL) 0.00 Q n/r 120 Reference (optional) SMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 4x5 = 3x4 = AE AD AC AS AA Z Y X W V U T S R 3x4 = 3x4 = Scale = 1:56.0 N I LOADING (psf) TCLL 35.0 SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP (Roof Snow= -35.0)7.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 Q n/r 120 MT20 220/195 U Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 Q n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 P n/a n/a BCDL 7,0 Code IRC2012/TP12007 (Matrix) Weight: 168 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD OTHERS 2x4 DF Stud/Std *Except' WEBS ST7,ST6: 2x4 DF 180OF 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 180OF 1.6E Sheathed or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing 1 Row at midpt 1-Y MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation Lida. REACTIONS. All bearings 29-0-0. (lb) - Max Hom B=237(LC 9) Max Uplift All uplift 100 lb or less atjoint(s) B, Z, AA, AS, AC, AD, AE, W, V, U, T, S, R. P Max Grav All reactions 250 Ib or less at joints) B, Y, AS, AC, AD, AE, U, T, S, R, P except Z=317(LC 17), AA=293(LC 17), W=317(LC 18), V=293(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS H -Z=-289/92, G -AA= -265/94, J -W=-289/89, K -V=-265/96 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft, Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and 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 censult 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 censidered 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 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 vide 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, Z, AA, AB, AC, AD , AE, W, V, U, T, S, R, P. 12) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard A03 4x5 II 4x5 = J 4x5 = 6x8 = 6x8 = Scale = 1:55.6 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/TPI2007 CSI. TC 0.43 BC 0.53 WB 0.40 (Matrix) DEFL. in Vert(LL) -0.36 Vert(TL) -0.51 Hom(TL) 0.08 Wind(LL) 0.07 floc) /dell L/d I -J >959 360 I -J >673 240 H n/a n/a H-1 >999 240 PLATES GRIP MT20 220/195 Weight: 142 lb FT=20% 9 LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-0-15 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. WEBS 2x4 DF Stud/Std *Except* MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer W1,W2: 2x4 OF 1800f 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800E 1.6E Installation guide. WEDGE Right: 2x4 OF Stud/Std REACTIONS. (Ib/size) B=1506/0-5-8 (min. 0-1-10), H=1392/Mechanical Max Horz B=232(LC 7) Max UpliftB=-292(LC 10), H=-256(LC 11) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B.0=-2312/429, C -D=-1945/355, D.E=-1963/502, E -F=-2006/499, F.K=.1751/357, G -K=-1935/347, G -H=-2276/428 BOT CHORD B -J=-447/1894, J -L=-127/1168, L -M=-127/1168, 1-M=-127/1168, H -I=-295/1871 WEBS C -J=-345/198, D -J=-576/246, E -J=-305/1017, E -I=-303/1052, F -I=-601/238, G -I=-340/201 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.; 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 wde will fit between the bottom chord and any other members, with BCDL = 7.0psf. 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) except (jt=1b) B=292, H=256. 9) This truss is designed in accordance wAth 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. LOAD CASE(S) Standard 17-020236 4x5 11 4x5 = + I 4x5 = 9-8-0 6x8 = 6x8 = Scale = 1:55.6 Plate Offsets (X Y)— [C:0 -3-0O-3-0], [G:0.3.0,0.3.41, [H:0-0-0,0-0-121, 11:0-3-12,0-3-01, IJ:0-3-8 0-3-01 TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-1-3 oc pudins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. WEBS 2x4 DF Stud/Std'ExcepV MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) -0.36 I -J >958 360 MT20 220/195 (Roof Snow --35.0) Lumber DOL 1.15 BC 0.53 Vert(TL) .0.51 I -J >672 240 TCDL 7.0 ' Rep Stress Incr YES WB 0.40 Hou(TL) 0.08 H n/a n/a BCLL 0.0 Code IRC2012/7PI2007 (Matrix) Wind(LL) 0.06 H-1 >999 240 Weight: 142 lb FT= 20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-1-3 oc pudins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9-11-10 oc bracing. WEBS 2x4 DF Stud/Std'ExcepV MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer W1,W2: 2x4 OF 1800E 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800E 1.6E Installation uide, WEDGE Right: 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1504/0-5-8 (min. 0-1-10),H=1390/0-2-8 (min. 0-1-8) Max Hom B=232(LC 7) Max UpliRB=-292(LC 10), H=-255(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-2308/429, C -D=-1941/354, D -E=-1960/501, E -F=-1999/498, F -K=-1743/356, G -K=-1927/345, G -H=-2262/426 BOT CHORD B.J=-447/1891, J.L=-126/1165, L -M=-126/1165, 1-M=-126/1165, H -I=-292/1854 WEBS C -J=-345/198, D -J=.575/246, E -J=-305/1017, E-1=-302/1045, F -I=-602/238, G -I=-328/198 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=25f, 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 Il; 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 = 7.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) H. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=lb) B=292, H=255. 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. LOAD CASE(S) Standard A05 Roof Special Supported Gable 14 -GO 4x5 = 3x4 = AF AE AD AC AB AA Z Y X W 3x4 = 3x4 = Scale = 1:55.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 35.0 (Roof Snow= -35.0) Plate Gdp DOL 1.15 TC 0.13 Vert(LL) 0.00 A n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 A n/r 120 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 R n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Weighl:1651b FT=20% _ LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No. 1&Btf 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&Btf or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std*Except WEBS 1Row at midpt J -Z MiTek recommends that Stabilizers and required cross bracing ST7,ST6,ST8: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 28-9-0. (lb) - Max Horz B=233(LC 7) Max Uplift All uplift 1001b or less at joint(s) B, AA, AB, AC, AD, AE, AF, X, W. V, U. T. R except 5=-110(LC 11) Max Grav All reactions 250 lb or less at joint(s) B, Z, AC, AD, AE, AF, V, U, T, S, R except AA=323(LC 17), AB=275(LC 17), X=308(LC 18), W=298(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS I -AA= -295/96, K -X=-278/84, L -W=-270/97 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh 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 vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Cl= 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 othevnse 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 wth 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 wade vnll ft between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, AA, AB, AC, AD, AE, AF, X, W, V, U, T, R except Qt=1b) 5=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 ANSVTPI 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 17-020236 Bill ICommon Girder 1 q 5-0-6 10-8-12 16-t-2 27-5-B S-0-6 5-0E 5-0-8 5-0-fi 4x5 = Scale = 1:45.9 Jx0 — 2x4 I1 4x12 II 2x4 11 2x4 II HUS26 HUS26 2x4 II HUS26 HUS26 HUS26 H G 2x4 11 a - [Y 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.33 Vert(LL) -0.08 A -L >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.63 Vert(TL) -0.13 A -L >941 240 TCDL 7.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.02 K n/a n/a BCLL 0.0 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.04 A -L >999 240 Weight: 285 Ib FT = 20 BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF '1800F 1.6E or 2x4 DF No.1 &Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x6 DF 180OF 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 DF Stud/Std 10-0-0 oc bracing: A-L,K-L. OTHERS 2x4 DF Stud/Std REACTIONS. All bearings 10-9-0 except Ql=length) A=0-5-8. (lb) - Max Horz A=-162(LC 8) Max Uplift All uplift 100 lb or less at joint(s) I, G, F except A=-592(LC 10), E=-236(LC 16), K=-1373(LC 10), H=-709(LC 16), J=-1135(LC 16) Max Grav All reactions 250 lb or less atjoint(s) E, J. G. F except A=3154(LC 16), K=6979(LC 16), K=6959(LC 1), H=459(LC 20),1=402(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wren shown. TOP CHORD A -B=-3426/623, B -AC= -277/1222, C -AC= -263/1480, C -AD= -226/1429, D -AD= -240/1302, D -E=-166/680 BOT CHORD A -AE= -578/2905, AE -AF= -578/2905, L -AF= -578/2905, L -AG= -578/2905, AG -AH= -578/2905, K -AH= -578/2905, J -K= -534/152,1-J=-534/152, H -I=-534/152, G -H=-534/152, F -G=-534/152, E -F=-534/152 WEBS C -K=-1734/341, D -K=-763/237, D -H=-393/538, B -K=-4687/1008, B -L=-738/4121 NOTES - 1) 2 -ply truss to be connected together with 1 O (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 4) 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. 5) TCLL ASCE 7-10; Pf=35.0 psf (gat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. 7) All plates are 1.5x4 MT20 unless otherwise indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chard 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 wde will ft between the bottom chord and any other members. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) I, G, F except (jt=1b) A=592, E=236, K=1373, H=709, J=1135. 12) 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. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 17-020236 1801 Common Girder I1 q NOTES- - - 14) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions indicated. 15) Use Simpson Strong -Tie HUS26 (14-10d Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 1-64 from the left end to 9-64 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 + 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 (Ib) Vert: L= -1378(B) AE= -1378(8) AF=-1378(B)AG=-1378(B)AH=-1378(8) 17-020236 Gable 4x5 = Scale = 1:23.0 bx4 = -- - - 3x4 = to LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 35.0 (Root Snovr--3 Plate Grip DOL 1.15 TC 0.13 Vert(L1-) 0.00 1 n/r 120 MT20 220/195 7.0 TCLL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 H n/r 120 BCLL Rep Stress Incr YES WB 0.05 Hom(TL) 0.00 H n/a n/a BCDL 7�0 Code IRC2012rrP12007 (Matrix) Weight: 47 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No. i&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. i&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD OTHERS 2x4 OF Stud/Std Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be'. during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 11-2-0. (Ib) - Max Hom B=-101(LC 8) Max Uplift All uplift 100 lb or less at joint(s) B, H, M, N, K, J Max Grant All reactions 250 Ib or less at joint(s) L, N, J except B=252(LC 16), H=252(LC 16), M=268(LC 17), K=268(LC 18) FORCES. (lb) - 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=4.2psC h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to Wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Cl= 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 100 Ib uplift at joint(s) B, H, M, N, K, J. 12) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, H. 13) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks With fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17420236 9 Gable -1-0-0 2x4 = Scale = 1:13.5 LUMBER. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=344/0-3-8 (min. 0-1-8), D=218/0-1-8 (min. 0-1-8) Max Horz B=90(LC 6) Max UpliffB=-96(LC 6), D=-67(LC 10) Max Grav B=363(LC 17), D=256(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING. TOP CHORD Sheathed or 4-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IMiTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer nstallation guide. 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 (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 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 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) Bearing at joint(s) D Considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstancling 100 Ib uplift at joint(s) B, 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/FPI 1. - 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0-2-0 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.03 B -D >999 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.15 Vert(TL) -0.05 B -D >999 240 TCDL 7.0 Rep Stress Iner YES WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 ' Code IRC2012frPI2007 (Matrix) Wind(LL) 0.00 B "" 240 Weight'. 18 Ib FT = 20 BCDL 7.0 LUMBER. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=344/0-3-8 (min. 0-1-8), D=218/0-1-8 (min. 0-1-8) Max Horz B=90(LC 6) Max UpliffB=-96(LC 6), D=-67(LC 10) Max Grav B=363(LC 17), D=256(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING. TOP CHORD Sheathed or 4-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. IMiTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer nstallation guide. 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 (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 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 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) Bearing at joint(s) D Considers parallel to grain value using ANSI/FPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical Connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical Connection (by others) of truss to bearing plate capable of withstancling 100 Ib uplift at joint(s) B, 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/FPI 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 17-020236 ID02 Scale = 1:13.5 2x4 = LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N i BOOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E of 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=344/0-3-8 (min. 0-1-8), D=218/0-1-8 (min. 0-1-8) Max Harz B=90(LC 6) Max UpliftB=-96(LC 6), D=-67(LC 10) Max GravB=363(LC 17), D=256(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 4-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; VON=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 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. 7) Bearing at joints) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joints) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D. 10) This truss is designed in accordance with the 20121nlernattonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 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 Q-2-0 -2 4-10.8 4-M LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.03 B -D >999 360 MT20 220/195 (Roof Snow= --35.0) Lumber DOL 1.15 BC 0.15 Vert(TL) -0.05 B -D >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCLL 0.0 BCDL 7.0 Code IRC20121TPI2007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 18 Ib FT= 20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N i BOOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E of 2x4 DF No.1&Blr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=344/0-3-8 (min. 0-1-8), D=218/0-1-8 (min. 0-1-8) Max Harz B=90(LC 6) Max UpliftB=-96(LC 6), D=-67(LC 10) Max GravB=363(LC 17), D=256(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 4-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; VON=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 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. 7) Bearing at joints) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joints) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, D. 10) This truss is designed in accordance with the 20121nlernattonal Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 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 fiE�YLi%�UPk! 2x4 = 16 Scale =1:13.6 Plate Offsets (X Y)-- IC:0-2-8 0-1-121 TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3-10-8 oc purins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&etr or 2x4 DF -N 1800F 1.6E 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 LOADING (psf) Installation guide. REACTIONS. (Ib/size) C=251/0-3-5 (min. 0-1-8), B=284/0-3-8 (min. 0-1-8), E=26/0-1-8 (min. 0-1-8) Max Hoe B=90(LC 6) Max UpliftC=-108(LC 10), B=-80(LC 6) Max GravC=304(LC 17), B=291 (LC 17), E=63(LC 5) TCLL 35.0 SPACING -2-0-0 CSI. DEFL. in (loc)/dell L/d PLATES GRIP (Roof Snow= -35.0) Plate Grip DOL 1.15 TO 0.18 Vert(LL) -0.01 B-E >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 B-E >999 240 BOLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 C n/a n/a BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 16 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3-10-8 oc purins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&etr or 2x4 DF -N 1800F 1.6E 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=251/0-3-5 (min. 0-1-8), B=284/0-3-8 (min. 0-1-8), E=26/0-1-8 (min. 0-1-8) Max Hoe B=90(LC 6) Max UpliftC=-108(LC 10), B=-80(LC 6) Max GravC=304(LC 17), B=291 (LC 17), E=63(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 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) TOLL: 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-wncurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) E. 9) Provide mechanical connection (by others) of truss to bearing plate capable of wihstanding 100 lb uplift at joint(s) B except (jt=lb) C=108. 10) Beveled plate or shim required to provide full bearing surface w4th truss chord at joints) C. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 12) "Semi-rigid pitchbreaks Wth fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard 0 Truss Truss Type ty Ply Kartchner FS688Pnnwsn 1]-020236 D04 Moropitch 5 1 TC 0.22 Vertft-Q -0.01 _ -999 360 Job Reference (optional) BMC WEST (IDAHO FALLS), IDAHO FALLS, In 83402 -1-0.o 8000sJull52016MITeklnduslnes,Inc Mon Feb2009.17492017 Paget I D:bpcsa6yZrT3MIXywJCZeirzjlc5-f WJ7f88uspKQ7ZLLriQw6d 1 c%mNmyuNSITYu?ezjGzG Scale = 1:11.7 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vertft-Q -0.01 B -D -999 360 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.08 Vert(TL) -0.02 B -D >999 240 TCDL 7.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 Fla n/a BCLL 0.0 Code IRC2012/TPI2007 (Matnx) Wind(LL) 0.00 B "" 240 Weight: 14 lb FT= 20% BCDL 7.0 LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No. 1&BIT or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF I 800 1.6E or 2x4 DF No.t&BIr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) B=298/0-3-8 (min. 0-1-8), 0=165/0-1-8 (min, 0-1-8) Max Horz B=76(LC 6) Max Up1if1B=-90(LC 6), D=-51(LC 10) Max Grav B=311(LC 17), D=191(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 3-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=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 gnp DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; Exp C; Fully Exp.; Cl= 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 ft between the bottom chord and any other members. 7) Bearing at joints) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B, 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 ANSI7TPI 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 d 4 D05 IMonopitr Supported Gable -1-0-0 5-0.0 1-0-0 310.8 1-7-8 2x4 = 1.5x4 II Scale = 1:13.6 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 0.19 Vert(LL) -0.00 C n/r 120 MT20 220/195 (Roof Snow= -35.0) Lumber DOL 1.15 BC 0.09 Vert(TL) 0.00 D n/r 120 ' Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 n/a n/a BCDL 0.0 Code IRC2012/TPI2007 (Matrix) Weight: 16 lb FT= 20% CDI 7.0 LUMBER - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. t&Blr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 OF Stud/Std REACTIONS. (Ib/size) E=287/3-10-8 (min. 0-1-8), B=275/3-10-8 (min. 0-1-8) Max Horz B=90(LC 6) Max UpliftE=-95(LC 10), B=-73(LC 6) Max GravE=341(LC 17), B=282(LC 17) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD C -E=-314/111 BRACING - TOP CHORD Sheathed or 3-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25f; 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 vend loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category ll; 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) 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) E, B. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 17-020236 1 E0 Monopitr 2x4 = Scale = 1:9.4 LUMBER. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -Ill 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF 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 10) Max UpliftB=-52(LC 10), D=-27(LC 16) Max GravB=249(LC 16), D=65(LC 17) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=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 II; Exp C; Fully Exp.; Cl= 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wde will fit between the bottom chord and any other members. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, 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 ANSI7TPI 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 1-10.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc)/deft 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) TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 B -D >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 70 Code IRC2012/TPI2007 (Matrix) Wind(LL) 0.00 B "" 240 Weight: 8 FT=20% LUMBER. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -Ill 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF 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 10) Max UpliftB=-52(LC 10), D=-27(LC 16) Max GravB=249(LC 16), D=65(LC 17) FORCES. (Ib) -Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=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 II; Exp C; Fully Exp.; Cl= 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 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wde will fit between the bottom chord and any other members. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, 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 ANSI7TPI 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 �T6Truss SPACING- 2-0-0 I was irvue DEFL. Ply Kanchner F56156 Pnnceton - 1]-020236 E02 Monopilch Supported Gable 2 1 Vert(LL) 0.00 A n/r 120 MT20 220/195 7.0 Jab Reference (optional) CMG Wh I OUNHU YHLLbl, IUnHV fALLb, IU aJ9u3 `000 a Jul 152016 Mlleklnduslnes, Ina Mon Feb2009.17522017 Pagel ID:bpcsa6yZrT3MlxywJCZeirzjlc5-35AGHAAm9ki?_03WJdzdkGf9E_Dg5JepnFnYczzjGzu 1-70.8 -0-1- 1-0-0 N0,-8 Scale = 1:9.4 2x4 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 35.0 (Roof Snow= -35.0) Plate Grip DOL 1.15 TC 0.12 Vert(LL) 0.00 A n/r 120 MT20 220/195 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 A n/r 120 BCDL 0.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) 0.00 n/a n/a BCDL 7,0 Code IRC2012ITP12007 (Matrix) Weight: 8lb FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) D=65/1-10-8 (min. 0-1-8), B=206/1-10-8 (min. 0-1-8) Max Hoa B=57(LC 10) Max UpliRD=-22(LC 10), B=-51(LC 10) Max Grav D=70(LC 17), B=237(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1-10-8 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25f; Cat. II; Exp G enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times Flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) 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 nonconcument with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) D, B. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlrTPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Truss Truss Type City _-Ply Km1&ner FS6138 Pnncelon 1 1]-020236 A01 Common 8 1 Job Reference o tional BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 03402 4x5 I 6x8 = 6x9 = Scale = 1:56.5 N Id LOADING (pso TCLL 35.0 (Roof Snow= -35.0) TCDL 7,0 BCLL 0.0 ' BCDL 7.0 SPACING- 2-0-0 Plate Gnp DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2012/TPI2007 CSI. TC 0.43 BC 0.54 WB 0.40 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft L/d -0.37 J -K >931 360 -0.53 J -K >648 240 0.08 H me n/a 0.06 B -K >999 240 PLATES GRIP MT20 220/195 Weight: 143 Ib FT = 20 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 4-0-9 CC purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Blr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Sld'Except* MiTek recommends that Stabilizers and required cross bracing W7: 2x4 DF 180OF 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 180OF 1.6E be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1508/0-5-8 (min. 0-1-10), H=1508/0-5-8 (min. 0-1-10) Max Hoa B=237(LC 9) Max UpliffB=-293(LC 10), H=-293(LC it) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2315/429, C -L=-1949/344, D -L=-1762/355, D -E=-2027/502, E -F=-2027/502, F -M=-1762/355, G4=-1949/344, G -H=-2315/430 BOT CHORD B -K=-437/1906, K -N=-117/1170, N -O=-117/1170, J-0=-117/1170, H -J=-278/1892 WEBS E -J=-305/1062, F -J=-614/245, G -J=-344/199, E -K=-305/1062, D -K=-614/246, C -K=-344/198 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 gnp 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 lost 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 fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0psf 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, with SCOL = 7.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=293, H=293. 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