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Home My WebLink AboutTRUSS SPECS - 16-00777 - 1341 Stone Dr - SFRo _ Nae I NSs I ype y yCapper Greek lat2 blk3sky meadows i6-11]653 uol Common Supponed Gable 1 1 Plate Grp DOL 1.15 TC 0.13 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow=35.0) Job Reference (optional) BMC(IUAHU YALLb), lu/ OFALLS, IU UMEM 'al3fif4RIA•T:: R0 REACTIONS. All bearings 10-0-0. (lb)- Max HDrz B=-97(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, F except J=-107(LC 8), H=-106(LC 9) Max Gmv All reactions 250 Ib or less at joint(s) B, F, I except J=281(LC 1), H=281 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Sat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live toad of 16.0 psi or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. B)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F except (jt=1b) J=107, H=106. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) B, F. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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 10-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Wall L/d PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.13 Vert(LL) 0.00 F n/r 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 G n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.05 Hom(TL) 0.00 F n/a n/a BCLL 0.0 Code IBC2012lrP12007 (Matrix) Weight: 43 lb FT=20% BCDL 7.0 LUMBER- BRACING. TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 cc purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir 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 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-0-0. (lb)- Max HDrz B=-97(LC 6) Max Uplift All uplift 100 Ib or less at joint(s) B, F except J=-107(LC 8), H=-106(LC 9) Max Gmv All reactions 250 Ib or less at joint(s) B, F, I except J=281(LC 1), H=281 (LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Sat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) This truss has been designed for greater of min roof live toad of 16.0 psi or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. B)' 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) B, F except (jt=1b) J=107, H=106. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) B, F. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard o N55 russ I ype Oty - - Copper Creak lot2 blk 3 sky msado i6-17]653 T02 Common Supported Gable 1 1 CSI. DEFL. in (loc) IIdem L/d Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, In 83402 8.000 ma N.b I� 0 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr 10-9-0 BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF 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 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) IIdem L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 1 n/r 120 MT20 2201195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 H n/r 120 TCDL 7.0 Rep Stress Incr VES WB 0.04 HOrz(TL) 0.00 H n/a n/a BCLL 0.0 BCDL 7.0 Code IBC2012ITPJ2007 (Matrix) Weight: 4816 FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF 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 10-9-0. (lb) - Max Harz B=103(LC 7) Max Uplift All uplift 10016 or less at joint(s) B, H, M, N, K, J Max Gmv All reactions 250 Ib or less at joint(s) L, M, N. K, J except B=261 (LC 14), H=261(LC 14) FORCES. (lb)- Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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 ANSIITPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category II; 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 nonconcument with any other live loads. 9)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) B, H, M, N, K, J. 11) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) B, H. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchhreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Nesruse ype ty y Copper Greek loUor, 3 sky meadows 16417653 T51 Common 2 1 BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF 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 Job Reference (optional) UMI puMnV 1M11_1), iurvt' 111w. N IJJl ` uuu a Jul lb 2u16MIlercInauelnes,Inc. nu Nr'11151156 '111511562016 Pae1 ID:eGufMBF01eHO6vryu0bfx8z4LyK-B50U3u_ofoilHd W MB8nz8p8G4PhshNtAtggj_FylSDpf -0-0-0 5-4-8 10-9-0 11-9-0 1-0-0 5-0b 5-4-8 1-0-0 0.5 LOADING (psf) SPACING- 2-0-0 TCLL 35.0 7.0 Plate Grip DOL 1.15 (Roof Snow=3 Lumber DOL 1.15 TCLL 7.0 Rep Stress Incr YES BCDL 0.0' BCDL 7.0 Code IBC2012ITP12007 CSI. TC 0.28 BC 0.20 WB 0.08 (Matrix) DEFL, Veri(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Ildefl L/d -0.02 D -F >999 360 -0.04 D -F >999 240 0.01 D n/a n/a 0.02 D -F >999 240 PLATES GRIP MT20 220/195 Weight: 40 lb FT=20% LUMBER- BRACING• TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF NoA&Btr TOP CHORD Sheathed or 6-0-0 on purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF 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) B=619/0-5-8 (min. 0-1-8), D=611/0-3-8 (min. 0-1-8) Max Horz 8=103(LC 7) Max UpliftB=-108(LC 8), D=-106(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-616/97, C -D=-614/95 BOT CHORD B -F=-19/399, D -F=-19/399 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vesd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. 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) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 ft between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jl=1b) B=108, D=108. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard o mss Nes ype y Capper Creak lot261k 3sky meadows 16-11]653 504 Common Girder 1 L Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 03402 LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (pit) Vert: A -D=-84, D -G=-84, B -G=-14 Concentrated Loads (lb) Vert: H=-3997(F)J=-1296(F)K=-1471(F) 8.000s Ju1152Ul6MIIEKIndU51ae5,NC. nUNov1f1bA/:b42U16 Pae2 ID: eGufMBF01eH06wyuOb&8z4LyK-ElukeCyV7ASa2KMz3jlV303wNbwyDOZtPMzdwMyFlDph Job russ Truss Type Q y ply Capper Creek lot2 blk 3 sky meadows 16-117653 Set Common Girder 1 L Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 s Jul 15 2016 MiTek Industries, Inc. Thu Nov 1715:1]:54 2016 Page 1 ID:eGufM8F01eH06vvyuObfx8z4LyK.ElukeGyV7ASa2KMz3jlV303wNbwyDOZtPMxdwMyl Dph -t-0-0 3-6-0 ]-0-0 8-0-12 10-3-8 13-7-0 1.0-0 1 3-8-0 1 3-6-0 I 1.0-12 2-2-12 3-3-8 kale = 1:26.0 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 NO Code IBC2012ITP12007 CSI. TC 0.29 BC 0.55 WB 0.39 (Matrix) DEFL. in Vert(LL) -0.08 Vert(TL) -0.12 Horz(TL) 0.02 Wind(LL) 0.04 (loo) I/def - L/d G -H >999 360 G -H >999 240 G n/a n/a G -H >999 240 PLATES GRIP MT20 220/195 Weight:1721b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 5-5-0 oc purlins. BOT CHORD 2x8 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std *Except* W2: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr REACTIONS. (Ib/size) G=5270/Mechanical, B=2907/0-5-8 (min. 0-1-9) Max HorzB=122(LC 23) Max UpliftG=-1168(LC 9), B=-766(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=4573/1226, C -D=-4441/1257, D -E=-5876/1643, E -F=-61 5 811 6 6 3, F -G=-6320/1663 BOT CHORD B -I=-1039/3710, H-1=967/3747, HJ= -130715092, J -K=1307/5092, G -K=-1307/5092 WEBS C -I=-255/168, D -I=-2271273, E -H=-1461312, D -H=-1551/5577 NOTES - 1) 2-plytruss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 raw at 0-9-0 oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 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=11 Omph (3 -second gust) Vasd=87mph; 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 4) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category Ii; Exp C; Fully Exp.; Ct= 1 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-concumentwith other live loads. 6) This truss has been designed for a 10.0 psf bottom chard live load nonconcurrent with any other live loads. 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (p=1b) G=1166, B=766. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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. 12) Use USP HUS28 (With 16d nails into Girder & 16d nails into Truss) or equivalent at 8-0-12 from the left end to connect truss(es) PO (1 ply 2x8 DF) to front face of bottom chord. 13) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 10-0-12 from the left end to 12-0-12 to connect truss(es) M01 (1 ply 2x4 DF), L01 (1 ply 2x4 DF) to front face of bottom chord. 14) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(S) Standard Continued on page 2 o mss Nos ype Qty y Capper Creek let26lk 3 sky ...d.16-117653 603 Common 4 1 CSI. DEFL. in (loc) Ildef L/d Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 9.000s Ju1152016 MiTek Industries, Inc. I hu Nov 1715:17:52 2016 Pagel ID: eGufM8F01eH06wyu0bfx8z4LyK-IJmzDXxlbZCsoODayli l_ZzWyoHKIZYay2SW rUylDpl 1/2"=1' M n' 0 Plate Offsets (X Y)— 03:0-0-0,0-0-41, [E:0-3-1.0-1-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildef L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.55 Ven(LL) -0.06 B -F >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.12 B -F >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.01 E We n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.06 B -F >999 240 Weight: 54 lb 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.i&Btr WEBS 2x4 DF Stud/Std SLIDER Right 2x4 OF Stud/Std 3-10-7 REACTIONS. (Ib/size) E=649/Mechanical, B=770/0-5-8 (min. 0-1-8) Max Hom B=123(LC 5) Max UpliftE=-95(LC 9), B=-130(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-808/130, C -D=-631/130, D -E=-8081113 BOT CHORD B -F=-42/525, E -F=-421525 WEBS C -F=0/262 BRACING - TOP CHORD Sheathed or 5-9-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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 tell 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 100 to uplift at joint(s) E except (jt=1b) B=130. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIrrPI 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 FUSS cussType ly y Capper Creak loll elk 3 k meadows i6-117fi53 502 Common Supported Gable 1 1 CSI. DEFL. in _ Udell Lid Job Reference (optional) uMUiIUNr1V -Hua), IUrv,U -Hua, Iu cwU[ "pw"Ul lbzolb MlaKlnduslaes, Inc. Inu NW11517512o16Pagg 1 ID:eGufM8FOleH06wyUObfx8z4LyK-g7CbOBwggG4OBse00aBoRIRRI00mO76RjOjyJ1yI pk -1-0-0 7." 14-0-0 16-0-0 1-0-0 7-0-0 i 7-0-0 1-0-0 a 25.6 1 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.l&Btr TOP CHORD ,4-0-! BOT CHORD 20 DF 180OF 1.6E or 2x4 DF 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 LOADING (psf) TCLL 35.0 SPACING- 2-0-0 CSI. DEFL. in (loo) Udell Lid PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 H n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress lncr VES WB 0.05 Horz(TL) 0.00 H n/a n/a BCDL 7.0 Code IBC2012/TP12007 (Matrix) Weight: 651b F7=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.l&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 20 DF 180OF 1.6E or 2x4 DF 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 be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 14-0-0. (lb) - Max HorzB=129(l-C 7) Max Uplift All uplift 100 Ib or less at joints) B, H, M, K except N=-103(LC 8), J=-103(LC 9) Max Gram All reactions 2501b or less at joint(s) B, H, L, M, K except N=269(LC 1), J=269(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=11Omph (3 -second gust) Vasd=87mph; 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 ANSUTPI 1. 3) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category II; 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 Ib uplift at joint(s) B, H, M, K except (jt=1b) N=103, J=103. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard o toss mss ype ty y Copper Creek loll bilk 3 sky meadows 16-117653 501 Common 1 1 CSI. DEFL. in (loc)/def] Ud Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 5.6 Plate Offsets (X,Y)- tB:0-0-0.0-041. (D:Edg%0-041 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc)/def] Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.53 Vert(LL) -0.06 D -F >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.36 Vert(TL) -0.12 D -F >999 240 TCDL 7.0 BCLL 0.0 ' Rep Stress Incr YES WE 0.11 Horz(TL) 0.01 D We We BCDL 7.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.06 B -F >999 240 Weight: 51 to FT=20% LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.l&Btr BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.l&Btr WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) B=774/05-8 (min. 0-1-8), D=774/0 -5-B (min. 0-1-8) Max Horz B=-129(LC 6) Max UpliftB=-131(LC 8), D=-131 (LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. -Al forces 250 (lb) or less except when shown. TOP CHORD B -C=-820/129, C -D=-8201129 BOT CHORD B -F=-32/537, D -F=-32/537 WEBS C -F=0/276 BRACING - TOP CHORD Sheathed or 5-9-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) except Qt=lb) B=131, D=131. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 8) "Seml-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job russ I russ I ype ty y Capper Creek loll blk 3 sky meadows 16-117653 Q01 Monopitch 13 1 TCLL 35.0 SPACING- 2-0-0 C51. DEFL. in Job Reference (optional) amu (luanU -ALua), ioAnU -Alla, w UJ402 8,000 s Jul 15 2016 MiTek Industries, Inc. Thu Nov 1715:17:48 2016 Pae 1 ID:eGufM8FOleHQ6vvyu0bfx8z4LyK-QYXSNgunXLhRKPvpjSe5p7pt3Avcpku_1 QUIIiyl1Vpn -1-o-0 6-0-0 8-0-0 1-0.0 6-0-0 2-0-0 Scale =1:31.1 8-0-0 LOADING (psf) BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr BOT CHORD WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) D=-33/Mechanical, B=496/0-5-8 (min. 0-1-8), E=402/Mechanical Max Horz B=221 (LC 8) TCLL 35.0 SPACING- 2-0-0 C51. DEFL. in floc) I/deft Ud PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.35 Vert(LL) -0.18 B-E >505 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.41 Vert(TL) -0.37 B-E >246 240 BCLL 0.0 Rep Stress Incr YES WE 0.15 Horz(TL) -0.00 D rile Na BCDL 7.0 Code IBC2012lTP12007 (Matdx) Wind(LL) 0.00 B -* 240 Weight: 32 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Btr BOT CHORD WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) D=-33/Mechanical, B=496/0-5-8 (min. 0-1-8), E=402/Mechanical Max Horz B=221 (LC 8) Max UpllftD=-34(LC 16), B=-44(LC 8), E=-168(LC 8) Max Grav D=23(LC 8), B=496(LC 1), E=402(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOPCHORD B -C=-331/0 WEBS C -E=-389/224 Sheathed or 6-0.0 oc purlins. Rigld ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing e installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 100 No uplift at joint(s) D, 8 except at -lb) E=168. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/rPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member end flxily model was used in the analysis and design of this truss. LOAD CASE(S) Standard o MISS I NSS I ype Qty Ply CaPPer Creek lot2 blk3 sky meatlows 16-11]653 P01 Roof Special GUtler 1 1 Jab Reference (optional) nmc p�nnv rsLw), ionnv rnua, i�o—< ID:eGufM8F0leHQ6wyu0bfx8z4LyK-T9PizTSX?jRj451Rb1 cdk1 RSNB-LeEhZ6?Begyll pp NOTES - 15) Fill all nail holes where hanger is in contact with lumber. 16) "NAILED" indicates 3-10d (0.148'x3") or 3-12d (0.148'x3.25`) toe -nails. For more details refer to MiTelks ST -TOENAIL Detail. 17) 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 -E=-84, E -F=-84, G -L=-14 Concentrated Loads (Ib) Vert: B=19(B) K=-388(8) H=-388(8) E=1 9(B) M=16(B) N=1 9(B) 0=19(B) P=19(B) Q=19(6) R=19(13) 5=19(B) T=19(B) U=19(B) V=19(B) W=1 9(B) X=-391(8) Y=-388(8) Z=-388(8) AA= -388(B) AB= -388(8) AC= -388(8) AD= -388(B) AE= -388(B) AF= -388(B) AG= -388(B) AH= -388(B) o, y,. ,,..,.. iuL, ,m,..—L—, iu ua-,uc NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.00 Ll2 Scale =1:41.0 NAILED NAILED NAILED NAILED NAILED NAILED mss rU33 ypeQty P y Capper Creek lot2 Nk 3 sky meadows 16-71]653 P, POi Roof Special Girder 1 1 W t r (loo) /deb L/d Jab Reference (optional) o, y,. ,,..,.. iuL, ,m,..—L—, iu ua-,uc NAILED NAILED NAILED NAILED NAILED NAILED NAILED 6.00 Ll2 Scale =1:41.0 NAILED NAILED NAILED NAILED NAILED NAILED L X Y Z K AA AB J AC ADAE AF I AG AH H G LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 5-5-2 10 -it -15 16-6-13 27-77-15 2&68 F5-7 111 e_6dd Plate Offsets (X,Y)– lc:0-5-0,0-4-81, fGEdge,0-5-81 [J:0-5-8,0-6-0], M N O B P Q R S T U U V SPACING- 2-0-0 W t r (loo) /deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.18 I.J >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.55 Vert(TQ -0.25 I -J >999 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 G W6 n/a BCLL 0.0 Code IBC2012rrP12007 (Matrix) Wind(LL) 0.11 I -J >999 240 W1 FT=20% BCDL 7.0 at —nn nn flu Lull nn nri L X Y Z K AA AB J AC ADAE AF I AG AH H G LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 LUS24 5-5-2 10 -it -15 16-6-13 27-77-15 2&68 F5-7 111 e_6dd Plate Offsets (X,Y)– lc:0-5-0,0-4-81, fGEdge,0-5-81 [J:0-5-8,0-6-0], (LEdge 0-5-121 TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-10 max.): A-E. BOT CHORD Rigid ceiling directly applied or 7-10.9 oc bracing. WEBS LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) /deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.71 Vert(LL) -0.18 I.J >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.55 Vert(TQ -0.25 I -J >999 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.05 G n/a n/a BCLL 0.0 Code IBC2012rrP12007 (Matrix) Wind(LL) 0.11 I -J >999 240 Weight: 202 lb FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x6 DF 1800F 1.6E or 20 DF SS *Except* T2: 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x8 DF SS WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr *Except* W7,W4: 2x6 OF 180OF 1.6E or 2x6 DF SS, W5,W2: 2x4 OF Stud/Std REACTIONS. (Ib/size) L=3642/Mechanical, G=3413/Mechanical Max Hoa L=-17(LC 11) Max UpliftL=-1531(LC 6), G=l399(LC 6) Max GravL=4372(LC 24), G=4011(LC 24) BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc purlins (3-7-10 max.): A-E. BOT CHORD Rigid ceiling directly applied or 7-10.9 oc bracing. WEBS 1 Row at midpt B -L, D -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation gulde. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -L=-322/90, B -P=-5055/1770, P -Q=-505511770, C -Q=-5055/1770, C -R=-5055/1770, R -S=-5055/1770, S -T=-5055/1770, T -U=-505511770, D -U=-5055/1770, D -V=-852/303, V -W=-843/303, E -W=-842/303, E -F=-926/331, F.G=-3641/1279 BOT CHORD L -X=1265/3624, X -Y=-126513624, Y -Z=-1265/3624, K -Z=-1265/3624, K -AA= -1265/3624, AA -AB= -1265/3624, J -AB= -1265/3624, J -AC= -1462/4205, AC -AD= -1462/4205, AD -AE= -1462/4205, AE -AF= -1462/4205, I -AF= -1462/4205, I -AG= -1462/4205, AG -AH= -1462/4205, H -AH= -1462/4205 WEBS B -L=-494011730, B -K=-542/1377, BJ= -67511927, C -J=-725/197, D -J=-00711145, D -I=-556/1422, D -H=452711576, F -H=-1165/3349 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. 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) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrentwith 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) Refer to girder(s) for tress to truss connections. 9) Provide metal plate or equivalent at bearing(s) L, G to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) L=1531 , G=1399. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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. 13) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14) Use Simpson Strong -Tie LUS24 (4-1 Cd Girder, 2-1 Od Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 0.9-4 from the left en�tto 21-11-3 to connect iruss(es) 401 (1 ply 2x4 DF) to back face of bottom chord Continued on page Job russ I russ I ype aty yCapper Greek 1oQ1,1k 3k meadows 16-117653 N04 Common Girder 1 2 Job Reference a llonal BMC (IDAHO FALLS), IDAHO FALLS, ID 83,102 8.000 s Jul 152016 MiTek loduslnes, Inc. Thu Nov 1715: 17: 362016 Pa e2 ID:eGufM8FOleHG6wyu0bfx8z4LyK-mEows2kFMfB8uZ_WOxOHKbJiULkf?9?DGZagH PylIfix NOTES - 15) Use Simpson Strong -Tie HTU210 (32-10d Girder, 32-10dxl 1/2 Truss) or equivalent at 8-0-12 from the left end to connect tmss(es) PO1 (1 ply 2x8 DF) to back face of bottom chord. 16) Use Simpson Strong -Tie HUS26 (14-1 Od Girder, 4-10d Truss, Single Ply Girder) or equivalent spaced at 2-6-0 oc max. starting at 10-0-12 from the left end to 16-5-4 to connect truss(es) M01 (1 ply 2x4 DF), L01 (1 ply 2x4 DF), E03 (1 ply 2x4 DF), E01 (1 ply 2x4 DF) to back face of bottom chord. 17) Use Simpson Strong -Tie HGUS210-2 (46-10d Girder, 16-10d Truss) or equivalent at 13-8-8 from the left end to connect truss(es) H01 (2 ply 2x8 DF) to back face of bottom chord. 18) Use USP HUS28 (With 16d nails into Girder 8 16d nails into Truss) or equivalent at 18-54 from the left end to connect truss(es) E01 (1 ply 2x4 DF) to back face of bottom chord. 19) 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 -E=-84, E -H=-84, B -H=-14 Concentrated Loads (lb) Vert: L= -1335(B) M=-4358(8) K= -4226(B) 0=-1584(B) P=-1570(B)Q=-1567(B) R=-1567(8) Job mssmss Type Qty ply Coppsr Greek lo@ blk 3 sky meadows 16-117653 N04 Common Girder 1 CSI. DEFL. in (loo) I/dell L Joh Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 03902 8,000 a Jul 152016 MiTek Indumnes, Inc. Thc Nov 171517:36 2016 Pagge 1 ID:erufMBF01eHQ6wyuObfx8z4LyK-mEows2kFMfB8uZ-WGxQHKbJIULkf797DGZagHPyI pz 1-0-0 60-0 8-0-12 10-0-0 13 -e -e t6 -PO 79-70-0 7-0-0 5-0-0 3-0-12 1-11-4 3-8-8 2J-8 3-70-0 �l HTU210 HUS26 HUS26 HGUS210-2 HUS26 HUS28 HUS26 60-0 8-0-12 160-0 13-8-8 16 -OA 19-10-0 60-0 1 3-0-12 1-11-4 3-8-8 2-3-8 3-10-0 Scale =1:38.9 m ]7 79 Plate Offsets (X,Y)- tB:0J-5,Edge1. fH:Edge,0.2-131. (J:0-4-4,04-81. (K:0-3-8.0-8-01. (L:0-7-12,04-01. fM:0-3-8.0-4-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.83 Verl(LL) -0.23 K -L >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.74 Vert(TL) -0.32 K -L >723 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 H We n/a MT18H 220/195 BCLL 0.0 Code IBC2012ffP12007 (Matrix) Wind(LL) 0.10 M >999 240 Weight:3071b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 2-5-14 oc purlins. BOT CHORD 2x10 DF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std "Except` W1,W6: 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr REACTIONS. (Ib/size) H=11196/0-3-8 (req. 0-6-0), B=703110-5-8 (min. 0-3-12) Max Hoe B=169(LC 21) Max Up1iftH=-1937(LC 9), B=-1533(LC 8) FORCES. (Ib) - Max. CompdMax. Ten. -AII forces 250 (lb) or less except when shown. TOP CHORD B -C=-1169812543, C -D=-1140012486, D -E=-10396/2175, E -F=-10487/2182, F -G=-15107/2736, G -H=-16364/2674 BOT CHORD B -N=-2157/9671, M -N=-2157/9671, L -M=-1995/9387, L -O=-2188/12538, K -O=-2188112536, K -P=-2328/13517, J -P= -2328/13517,1 -J= -2328/13517,1-Q=-2328/13517, Q -R=-2328113517. H -R=-2326113517 WEBS E -L=-2320/11114, G -I=-211/1557, D -M=-925/2365, C -M=4071232, D -L=-1972/835, F -K=-835/6511, F -L=5654/814, G -K=-14411259 NOTES - 1) 2-plytruss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-2-0 Do. 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; Vull=7lomph (3 -second gust) Vasd=87mph; 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 4) TCLL: ASCE 7-10; Pf=35.0 psf (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct= 1 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 MT20 plates unless otherwise Indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)' This truss has been designed for a live load of 20.0psf 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. 9) WARNING: Required bearing size at joint(s) H greater than input bearing size. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jl=1b) H=1937 , B=1533. 11) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) H. 12) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 14) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. Continued on page 2 o mss russ ype ty y Dapper Greek lot261k3sky meadans i6-11]653 NO3 Common Stmctuml Gable 1 1 CSI. DEFL. in (10c) I/deft Ud Job Reference o tional BMC (IDAHO FALLS), IDAHO FALLS, ID 03402 8.000 s Jul 152016 MiTek Industries, Inc. Thu Nov 1715:17:34 2016 Page 1 ID:eGufM8F01eHO6vvyuObfx8z4LyK-gshARNj?g1wl]eFr7uWOpFAEVDX8zXKjwpF5ZDWyI q? -1-0-0 5-0-0 10 -OA 15-0.0 20-0-0 1-0-0 5-0-0 5-0-0 5-0-0 5-0-0 a, 10.0-0 3 = 1:34.3 to � d Plate Offsets (X,Y)- (B:0-2-7.0-2-11. 1F:0-2-7.0-2-11 TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (10c) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.31 Vert(LL) -0.16 F -G >729 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.37 Vert(TL) -0.34 F -G >346 240 TCDL 7.0 Rep Stress Incr YES WB 0.45 Hoa(TL) 0.01 F Fie Fila BCLL 0.0 Code IBC2012rrP12007 (Matrix) Wind(LL) 0.03 F -G >999 240 Weight:120lb FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 OF Stud/Std be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 10-5-8 except at --length) F=0-5-8. (Ib) - Max Hoa B=171(LC 7) Max Uplift All uplift 1001b or less atjoint(s) F, B, K except G=-194(LC B), H=-143(LC 3) Max Grav All reactions 250 lb or less atjoint(s) I, J, K except F=366(LC 1), B=389(LC 1), G=1192(LC 1), G=1192(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD B -C=-369/76, C-13=44/264, D -E=-6/261, E -F=-350/93 BOT CHORD B -K=-1201273, J -K= -1201273.1-J=-1201273, H-1=-1 2 012 7 3, G -H=-120/273 WEBS D -G=-557/104, E -G=-4361221, C -G=-014/229 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=B7mph; 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 (net 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 studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) F, B, K except Ql=1b) G=194, H=143. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) F. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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. 13) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job may I russ I ype Uty Hly Copper Creak loll blk 3 Ay meadows 16-117663 NO2 Common SuppOned Gable 1 1 TC 0.13 Vert(LL) 0.00 M n/r 120 Job Reference (optional) dnl d v , a n u r u N ra.0 O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/dell Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.13 Vert(LL) 0.00 M n/r 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 M n/r 120 BCLL 0.0 Rep Stress [nor YES WB 0.12 Horz(TL) 0.00 L n/a n/a BCDL 7.0 Code IBC20121TPI2007 (Matrix) Weight: 106 lb FT=20% LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr OTHERS 2x4 OF Stud/Std BRACING- TOPCHORD BOTCHORD REACTIONS. All bearings 20-0-0. (lb) - Max Horz B=-177(LC 6) Max Uplift All uplift 100 lb or less at joint(s) B, S, T, U, V, Q, P. O, N, L Max Grav All reactions 250 lb or less at joints) B, R, 5, T, U, V, Q, P, O, N, L FORCES. (Ih) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing M'Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installationguide. NOTES - 1) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=B7mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed ; Lumber DOL=1.33 plate 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 ANSVTPI 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 ft between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) B, S, T, U, V, Q, P, O , N, L. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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 CASES) Standard Job HISS TrussType ly Ply Capper Creek lot? 61k3sky meadows 16-177653 N01 Common 2 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optiona0 BMC (IDAHO FALLS), IDAHO FALLS, ID 93402 a = 1:34.3 Plate Offsets (X Y)- [B:0-2-7,0-2-11, F:0-2-7.0-2-111, [G:04-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.14 F -G >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.47 Vert(TL) -0.31 F -G >747 240 TCDL 7.0 Rep Stress ]nor YES WB 0.26 HOrz(TL) 0.03 F n/a n/a BCLL 0.0 Code IBC2012frPI2007 (Matrix) Wind(LL) 0.04 F -G >999 240 Weight: 861b FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Bir BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.l&Btr WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) F=954/0-5.8 (min. 0-1-8), B=1071/0-5-8 (min. 0-1-8) Max Horz B=171(LC 5) Max UpliftF=-142(LC 9), B=-175(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All fomes 250 (Ib) or less except when shown. TOP CHORD B -C=-1379/217, C -D=-1005/187, D -E=1007/185, E -F=-1363/221 BOT CHORD B -G=-216/1050, F -G=-115/1061 WEBS D -G=-81/582, E -G=-396/217, C -G=-383/212 BRACING - TOP CHORD Sheathed or 5-5-3 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. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed ; Lumber DOL=1.33 plate 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) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) F=142, B=175. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) F. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIfrPI 1. 9) "Semi.dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Job mss I msS I ype Oty Ply Capper Greek lat2 blk 3 sky meadows 16-117653 M01 Hip 1 1 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 CSI. REACTIONS. (Ib/size) K=1135/Mechanical, G=1135/Mechanical Jab Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 MiTek Indusltles. Inc. Thu Scale = 1:38.0 8-1-1 13-8-819-3-15 23-5-8 8 7 1 5-7-1 5 7 7 4 15 Plate Offsets (X,Y)— 11:0-3-0,0-3-01 TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr purlins (5-6-0 max.): C -E. WEBS 2x4 OF Stud/Std "Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr WEBS 1 Row at midpt D -J, D -H MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 CSI. REACTIONS. (Ib/size) K=1135/Mechanical, G=1135/Mechanical DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.09 J -K >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.28 Vert(TL) -0.19 J -K >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.04 G n/a n/a BCLL 0.0" Code IBC2012/TP12007 (Matrix) Wind(LL) 0.02 1 >999 240 Weight:1471b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr TOP CHORD Sheathed or 5-10-8 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr purlins (5-6-0 max.): C -E. WEBS 2x4 OF Stud/Std "Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W2: 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr WEBS 1 Row at midpt D -J, D -H MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=1135/Mechanical, G=1135/Mechanical Max HorzK=105(LC 10) Max UpliftK=-138(LC 10), G=-147(LC 6) Max GravK=1349(LC 28), G=1310(LC 27) FORCES. (lb) - Max. Comp./Max. Ten. -All fomes 250 (Ib) or less except when shown. TOP CHORD B -C=-1236/177, C -L=-10911175, D -L=-1097/174, D -M=-736/117, E -M=-731/118, E -F=-827/11 1, F -G=-1288/157 BOT CHORD J -K=-192/891, J -N=18411376, 1-N=-184/1376, 1-0=-184/1376, H-0=-184/1376 WEBS B -J=-00/436, DJ= -434/91, D -H=-9811153, B -K=-1352/154, F -H=-131/1152 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. 11; Exp C; enclosed; MW FRS (envelope) gable end zone; cantilever left and night exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 pat (Flat roof snow); Category Il; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 lost 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) Refer to girders) 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) except (jt=1b) K=138, G=147. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard o NesI was I ype DEFL. y Copper Creek lvl2 blk3 sky meadows 16-11]653 LG01 GABLE 1 1 Ver( CIL) n/a - We 999 MT20 220/195 (Roof Snow=35.0) Job Reference o tional BMC (IDAHO FALLS), IUAHO CALLS, IU tltl9U[ nuwsdunnzmn moan msusmes, mc. v' -r'[r '2ra el ID:eGufM8F0leHQ6vvyu0bfx8z4LyK-XVI Wz_dCUu2PIAon_YmAThRMSjghOF6uCf000y81346 8-2-5 164-10 8-2-5 8-2-5 LK Scale = 1:33.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.04 Ver( CIL) n/a - We 999 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.03 Vert(TL) n/a - Fila 999 TCDL 7.0 Rep Stress Incr YES WB 0.12 Horz(TL) 0.00 1 Fila n/a CLL 0.0" Bnm vn Code IBC20121TP12007 (Matrix) Weight: 86 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins. 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 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 16-4-10. (Ib) - Max Horz A=-168(LC 4) Max Uplift All uplift 100lb or less at joint(s) A, I except 0=-104(LC 8), P=-101(LC 8), Q=-108(LC 8), M=103(LC 9), K=-102(LC 9), J=-108(LC 9) Max Grav All reactions 250 ib or less at joint($) A, I, N, O, P, Q. M, K, J FORCES. (ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu1t=110mph (3 -second gust) Vasd=87mph; 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 (Oat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live leads. 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 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 Ib uplift at joint(s) A, I except (jt=1b) 0=104, P=101, Q=108, M=103, K=102, J=108. B) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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 Job russ I russ I ype ly yCapper Creek loll blk 3 sky meadows 16-117653 L01 Hip 1 1 Sheathed or 4-9-5 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr purlins (4-0-8 max.): C -D. WEBS 2x4 DF Stud/Std *Except BOT CHORD Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 8.000 Inc. LOADING (psf) TCLL 35,0 7.0 (Roof Snow=3 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 IBC2012/TPI2007 CSI. TC 0.84 BC 0.27 WB 0.59 (Matrix) DEFL. in (loc)/deft L/d Vert(LL) -0.05 IJ >999 360 Vert(TL) -0.10 J -K >999 240 Hom(TL) 0.03 G n/a n/a Wind(LL) 0.01 1 >999 240 PLATES GRIP MT20 220/195 Weight:1531b FT=20%u LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-9-5 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr purlins (4-0-8 max.): C -D. WEBS 2x4 DF Stud/Std *Except BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W20104: 2x4 DF 1800E 1.6E or 2x4 DF No.t&Btr WEBS 1 Row at midpt D -J, B -K MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) K=1135/Mechanical, G=11351Mechanical Max HorzK=-126(LC 11) Max UpliftK=-135(LC 10), G=-157(LC 11) Max GravK=1485(LC 28), G=1598(LC 28) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -L=-1009/137, C -L=-815/142, C -M=-796/152, D -M=-798/152, D -E=-1321/182, E -N=-1210/161, F -N=-1522/150, F -G=-1560/174 BOT CHORD K-0=65/639, O -P=-65/639, J -P=-65/639, J-0=45/1001, I -Q=45/1001, H -I=-94/1232 WEBS B -J=54/539, DJ= -358/100, D-1=49/330, E -I=-324/208, E -H=-553/93, B -K=-1394/131, F -H=-96/1333 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) Provide adequate drainage to prevent water ponding. 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) 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) except (jt=1b) K=135, G=157. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Graphical puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job russuss I ype aty Ply Copper Creek loll blk3 sky meadows 16-117653 K01 Roof Special 1 1 Job Reference o ti0nal BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 C.UUVSJUIIJCVIVMIIeKlneueln¢S,IIIG mU NOV 1/lO:l/:L:f LVIV Yaee¢L ID:eGufM8F01eHQ6vvyuObfx&4LyK-fk WOBca5QfY_gZVOlihElrHeL5QmSPkJH 1 xULyIDgA NOTES - 16) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 19-0-12 from the left end to 23-0-12 to connect truss(es) J01 (1 ply 2x4 DF) to back face of bottom chord. 17) Fill all nail holes where hanger Is in contact with lumber. 18) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 61 Ib down and 42 lb up at 17-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 19) 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 -K=-84, K -Q=-84, B -R=-14 Concentrated Loads (lb) Vert: AE= -61 AF= -554(8) AG= -554(8) AH= -554(8) 0 Truss russ ype Qty Ply Copper Creek loft blk 3 sky meadows 6-117653 1710-1 K01 Roof Special 1 1 MT20 2201195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.22 Vert(TL) 0.00 A n/r 120 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 AD AC AB AA Z Y X WV AE U AF T AG S AH R LU824 LUS24 LUS24 1:43.7 LOADING (Pat) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) 0.00 A n/r 120 MT20 2201195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.22 Vert(TL) 0.00 A n/r 120 TCDL 7.0 Rep Stress Incr NO WB 0.27 Horz(TL) 0.00 R n/a n/a BCLL 0.0 Code IBC2012(rPI2007 (Matrix) Weight: 173 lb FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF N0.1&Btr TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals, and 2-0-0 oc BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr purlins (6-0-0 max.): K -Q. WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt Q -R ST6,ST5,ST4,ST3,ST2,ST1: 2x4 DF Stud/Std _ MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. All bearings 25-0-0 (lb) - Max Horz B=317(LC 43) Max Uplift All uplift 1001b or less atjoint(s) R, Y, Z, AA, AB, AC, AD, X, V except U=-229(LC 6), T=-268(LC 7), S=-307(LC 6) Max Grav All reactions 250 ib or less at joints) V except R=274(LC 25), B=318(LC 26), Y=321 (LC 26), Z=325(LC 26), AA=323(LC 26), AB=327(LC 26), AC=308(LC 26), AD=375(LC 26), X=334(LC 26), U=780(LC 25), T=872(LC 25), S=997(LC 25) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-309179, C -D=-26010, D -E=-256/59 WEBS I -Y=-295/77, H -Z=-296/77, G -AA= -295176, F -AB= -299177, E -AC= -283/75, C -AD= -337186, J -X=-299/76, M -U=-309/61, N -T=-290/57, O -S=-320/63 NOTES - 1) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 M720 unless otherwise indicated. 8) Gable requires continuous bottom chord bearing. 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11)' 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. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) R, Y, Z, AA, AS, AC, AD, X, V except (jt -lb) U=229, T=268, S=307. 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. Continued on page 2 Job ruse I was I yp¢ Oty yCopper Creek loll blk 3 sky meadows 16-117653 J01A Jaa-Closed Supported Gable 1 1 TC 0.13 Ven(LL) 0.00 A n/r 120 Job Reference (optional) 111U. I PIU NUV 11 -1 aer ID:eGufM8F01eHQ6wyuObfxBz4LyK-E9gtVaYD7kAPz5mR4a8XhDfBWuQRF44sb3ipkKyl qD N M L K J I Scale = 1:38.3 LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc)/dell WEBS L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.13 Ven(LL) 0.00 A n/r 120 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.07 Vert(TL) 0.00 A n/r 120 TCDL 7.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 1 n/a We BCLL 0.0 Code IBC20121TP12007 (Matrix) Weight: 741b FT=20% BCDL 7.0 LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD 2x4 DF 1B00F 1.6E or 2x4 DF No.1&Btr WEBS 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr OTHERS 2x4 OF Stud/Std REACTIONS. All bearings 12-0-0. (lb) - Max Horz B=31 B(LC 8) Max Uplift All uplift 100 Ib or less at joints) I, B, L. M, N, K, J Max Grav All reactions 250 lb or less atjoint(s)1, B, L, M, N, K, J FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-332/126, C -D=-269/108 BRACING - TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1Row at midpt H-1 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=110mph (3 -second gust) Vasd=87mph; 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 II; 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 pat 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 pal bottom chord live load nonconcurrent with any other live loads. 9)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) I, B. L, M, N, K, J. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job NSe russ I ype ly Ply Capper Creak Ian blk 3 sky meallmas 16-117653 J01 Jack -Closed 3 1 Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std *Except* WEBS 1 Row at midpt D -E Job Reference (optional) HMG (IDAHO FALLS), IDAHO FALLS, ID SU02 8.000 5 Jul 15 2016 MiTek Ind.st6a% Inc. Thu Nov 171517:16 2016 Pae 1 ID:eGufM8FOleHD6vvyuObtx8z4LyK-Inj75vWzb7vhjoc2y953boZkf4j?n4Ta7mDjfSyI qF 12-0-0 1-0-0 6-0-0 6-0-0 Scale = 1:38.3 LOADING (psf) TCLL 35.0 (Roof Snow=35.0) TCDL 7.0 BCLL 0.0 BCDL TO SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC20121TPI2007 CSI. TC 0.41 BC 0.20 WB 0.53 (Matrix) DEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ud -0.03 B -F >999 360 -0.06 B -F >999 240 0.01 E n/a We 0.03 B -F >999 240 PLATES GRIP MT20 2201195 Weight 62 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF NoA&Bir TOP CHORD Sheathed or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Bir BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std *Except* WEBS 1 Row at midpt D -E W 1: 2x4 OF 180OF 1.6E or 2x4 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) E=568/Mechanical, 6=682/0-3-8 (min. 0-1-8) Max Horz B=318(LC 8) Max UpliftE=-219(LC 8), 6=50(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or lass except when shown. TOP CHORD B -C=-729/0 BOT CHORD B -F=-195/499, E -F=-195/499 WEBS C -E=-595/233 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) 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. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5). This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) B except Qt=lb) E=219. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 9) "Semi-rigid pitchbreeks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job mss I ruse I ype aty ply Copper Creek W2 blk 3 sky meadows 16-117653 H01 Roof Special Gltder i 2 Job Reference Lori BMC (IDAHO FALLS), IDAHO FALLS, ID 83982 Maas"" l 02ulb miteaircusNes,mC. Irnlrvovl/lb:l/:l/Lalli He 22 ID:eGufM8F01eHQ6vvyuObfx8z4LyK-ga9ktZWLgpng6elsORaq3al R1 hEi2XvQv8U97?yldgG NOTES - 13) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) "Semi-rigid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. 15) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. 16) Use Simpson Strong -Tie LUS26 (4-10d Girder, 3-10d Truss, Single Ply Girder) or equivalent at 1-0-12 from the left and to connect truss(es) S03 (1 ply 2x4 DF) to front face of bottom chord. 17) Use Simpson Strong -Tie LUS24 (4-10d Girder, 2-10d Truss, Single Ply Girder) or equivalent spaced at 2-0-0 oc max. starting at 3-0-12 from the left end to 7-0-12 to connect truss(es) S03 (1 ply 2x4 DF) to front face of bottom chord. 18) Use Simpson Strong -Tie HGUS28-2 (36-10d Girder, 12-10d Truss) or equivalent at 9-1-8 from the left end to connect truss(es) SO4 (2 ply 2x8 DF) to front face of bottom chord. 19) Fill all nail holes where hanger is in contact with lumber. LOAD CASE(5) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pit) Vert: A -E=-84, E -F=-84, F-1=-84, A -J=-14 Concentrated Loads (lb) Vert: P= -5256(F) W= -636(F) X= -635(F) Y= -635(F) Z= -635(F) o - _Truss 0-3-41 [13:0-4-0 ,0-3-01, IE:04-6 Irusks lype y y Copper Creek 1012 blk 3 sky meadows 16-117653 Hot Roof Special Girder i 2 Job Reference (optional) JMU 11UAN V ruLsl, xvA u rALLs, v u:wuz 8.000 s Jul 152016 M;Tek Industries, Inc. Thu Nov 1715:17:17 2016 Pae 1 ID:eGuftv78F01eH06vvyu0b7k8z4LyK-ga9ktZWLgpng6elsORaq3al R1 hEi2XvQv6U971yI�gG LUS24 LUS24 LUS24 HGUS28-2 4-6-8 9-0-15 13-7-7 18-1-15 19-10-1 241-9 28-5-0 32-8-8 4-6-8 4-fi-8 4-6$ 4$$ 1 4$-8 Plate Offsets (X.Y)— fA:04-15 0-3-41 [13:0-4-0 ,0-3-01, IE:04-6 Edge? [P70-3-8,0-6-4] TOP CHORD T3: 2x4 DF Stud/Std BOT CHORD 2x8 DF SS BOT CHORD WEBS 2x4 DF Stud/Std'Except* WEBS W1 1,W6,W3,W2,W1,W4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 L/d PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grp DOL 1.15 TO 0.91 Vert(LL) -0.34 P >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.78 Vert(TQ -0.49 P >796 240 MT20HS 165/146 BOLL 0.0 Rep Stress Incr NO WB 0.94 Hoa(TL) 0.09 J n/a n/a BCDL 7.0 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.14 P >999 240 Weight:5171b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF N0.1&Btr *Except* TOP CHORD T3: 2x4 DF Stud/Std BOT CHORD 2x8 DF SS BOT CHORD WEBS 2x4 DF Stud/Std'Except* WEBS W1 1,W6,W3,W2,W1,W4:2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr REACTIONS. (Ib/size) A=7641/05-8 (min. 0-4-8), J=3324/Mechanical Max HorzA=199(LC 10) Max Uplift&=-1477(LC 10), J=-591 (LC 11) Max GravA=8476(LC 28), J=4242(LC 28) Sheathed or 23-2 oc purlins, except end verticals, and 2-0-0 oc pudins (5-1-8 max.): E -F. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt C -O FORCES. (Ib) -Max. Comp./Max. Ten. -All fomes 250 (Ib) or less except when shown. TOP CHORD A -R=-16456/2869, 8-R=-16355/2878, B -C=-14445/2609, C -S=-8924/1537, S -T=-8783/1543, D -T=-8654/1552, D -E=-5747/989, E -F=-0659/835, F -G=-5360/919, G -U=-49171783, H -U=-5059!769, H -V=-3777/578, I -V=4024/569, I -J=-4166/597 BOT CHORD A -W=-2725/14633, W -X=-2725/14633, Q -X=-2 72 5114 6 3 3, Q -Y=-2719/14590, Y -Z=-2719/14590, P -Z=-2719/14590, O -P=-2403/12797, N -O=-1374/7856, M -N=-774/4961, L -M=-618/4398, K -L=475/3489 WEBS B -Q=-170/1280, B -P=-1998/353, C -P=-1346/6617, C -O=-6897/1436, D -O=-1013/5073, D -N=-5167/1072, E -N=-711/3617, E -M=-1630/359, F -M=363/1925, G -M=-290/919, G -L= -1212/258,H -L=-226/1344, H -K= -2100/331,1-K=-54614040 NOTES - 1) 2 -ply truss to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-4-0 oc. Bottom chords connected as follows: 2x8 - 3 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASES) 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; Vu1t=110mph (3 -second gust) Vasd=87mph; 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) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category 11; Exp C; Fully Exp.; Ct= 1 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 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 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) J to support reaction shown. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except ()t=1b) A=1477 , J=591. Continued on page 2 o mse mss ype ly y Copper Creak lot2 blk 3 sky meadows 1641]853 G02 Raof Special 6 1 TOP CHORD Sheathed or 4-1-9 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Blr BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt D -H, E -H Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 93402 D =1:44.4 LOADING (psf) TCLL 35.0 (Roof Snow=35.0) TCDL 7.0 BCUL BCDL 7.0. SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IBC2012rrP12007 CSI. TO 0.83 BC 0.56 WB 0.26 (Matrix) DEFL. Vert( E) Vert(TL) HOrz(TL) Wind(LL) in (loc) I/deft Lld -0.34 H-1 >879 360 -0.59 H -I >501 240 0.04 G n/a n/a 0.06 B -I >999 240 PLATES GRIP MT20 220/195 Weight: 133 lb FT=20°/ LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF N0.1&Blr TOP CHORD Sheathed or 4-1-9 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Blr BOT CHORD Rigid ceiling directly applied or 9-3-11 oc bracing. WEBS 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr *Except* WEBS 1 Row at midpt D -H, E -H W6: 2x4 DF Stud/Std MiT ek recommends that Stabilizers and required cross bracing gbe installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) B=1343/0-5-8 (min. 0-1-8), G=1202/0-5-8 (min. 0-1-8) Max HO2B=314(LC 10) Max UpliftB=-232(LC 10), G=-217(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All fomes 250 (lb) or less except when shown. TOP CHORD B -C=-2134/320, C -D=-1853/323, D -J=-789/139, EJ= -651/150, E -F=-764/170, F -G=-11761229 BOT CHORD B -I=-510/1794, 1-K=-33011195, K-L=.33D/1195, H -L=-330/1195 WEBS C -I=-4431210, D-1=-11 616 3 6, D -H=-881/307, F -H=-1661867 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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 18.0 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 tell 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 100Ib uplift at joint(s) except (jt=1b) B=232, G=217. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI7TPI 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 Truss russ ype ly y Copper Creak loft Ink 3 sky meadows 16-11 76 5 3 Gm Roof Special 4 1 WEBS 2x4 DF Stud/Std "Except” WEBS 1 Row at midpt E -H W6,W 1,W2: 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Job Reference (optional) oma. gDAhw Fn Lof,mew,„iowvc a.uuu s Jul 1 b eulti Ml l en Inou9nes, Inc. nu Nov171517122616 Page D:eGufMBF01eHQ6vvyuObfx8z4LyK-TdLrgrSCOH9Y7t9ucu_eMXJ bsgeCN KThlgmOSoyIDgL 12-8-0 19-0-0 25-0-0 1-3-7 8-0-0 6-0-0 64-0 i 6-0-0 M es 3 = 1:44.4 LOADING (psf) TCLL (Roof Snow=35.0) TCDL 7,0 BCLL 0.0 ' BCLL 7.0 SPACING- 2-0-0 CSI. Plate Grip DOL 1.15 TC 0.88 Lumber DOL 1.15 BC 0.35 Rep Stress Incr YES WB 0.69 Code IBC2012rrP12007 (Matrix) DEFL. in Vert(LL) -0.10 Vert(TL) -0.17 HOrzfTL) 0.03 Wind(LL) 0.05 floc) I/deft L/d W >999 360 I -J >999 240 G n/a n/a B -J >999 240 PLATES GRIP MT20 220/195 Weight: 1431b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Blr TOP CHORD Sheathed or 4-6-0 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. WEBS 2x4 DF Stud/Std "Except” WEBS 1 Row at midpt E -H W6,W 1,W2: 2x4 DF 180OF 1.6E or 2x4 DF No. 1&Btr MiTek recommends that Stabilizers and required crass bracing be installed during truss erection, in accordance with Stabilizer Installation quids. REACTIONS. (Ib/size) B=1208/0-5-8 (min. 0-1-8), H=1653/0-5-8 (min. 0-1-12), G=-314/Mechanical Max HorzB=314(LC 10) Max UpiiftB=-206(LC 10), H=-309(LC 10), G=-411(LC 3) Max GravB=1208(LC 1), H=1653(LC 1), G=67(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1843/268, C -D=-1642/309, D -K=-8511192, E -K=-713!203, E -F=-83/282, F -G=-74/375 BOT CHORD B -J=463/1536, J -L=-275/937, L -M=-275/937, I -M=-275/937, I -N=-74/308, N -O=-74/308, H -O=-74/308 WEBS C -J=448/210, D -J=-173/685, D -I=-817/309, E -I=-236/929, E -H=-11731278, F -H=-484/110 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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 18.0 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 nonconcurrsnt 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 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 100 Ib uplift at joints) except at -1b) B=206, H=309, G=411. 9) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUfPI 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 Job mssruse Type CRY y Capper Creak loft blk 3 sky meadows 16-117653 E03 Hip 1 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 63402 Scale =1:52.2 Plate Offsets (X Y)— fA,0-0-14 Edgel 13:0-3-0.0-3-41, [L:0-3-8 TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr Edgel BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B4: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std *Except` be installed during truss erection, in accordance with Stabilizer W2,W6: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 35.0 Plate GOP DOL 1.15 TC 0.96 Vert(LL) -0.51 M -N >766 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.84 Vert(TL) -0.90 M -N >433 240 MT20HS 165/146 TCDL 7.0 Rep Stress Incr YES WE 0.90 HDrz(TL) 0.65 1 n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.26 M -N >999 240 Weight: 1731b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.t&Btr `Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. B4: 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing WEBS 2x4 DF Stud/Std *Except` be installed during truss erection, in accordance with Stabilizer W2,W6: 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr Installation guide. REACTIONS. (Ib/size) 1=1584/Mechanical, A=1584/0-5-8 (min. 0-1-10) Max HorzA=214(LC 10) Max Upliftl=-226(LC 11), A=-261(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-5340/1037, B -C=-4878/895, C -O=-3456/579, D -O=-3341/590, D -E=3388/673, E -F=-0071/617, F -P=-3831/556, G -P=-3967/542, G -H=-1400/209, H -I=-1552/237 BOT CHORD A -N=-1108/4773, M -N=-842/4103, M -Q=-300/2262, Q -R=-300/2262, L -R=-30012262, F -L=-682/201 WEBS B -N=-350/224, C -N=-71/504, C -M=-1055/352, D -M=-530/165, E -M=-426/2042, E -L=-370/2098, G -L=-293/2332, G -J=-1926/280, H -J=-169/1414, J -L=-198/1656 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) All plates are MT20 plates unless otherwise indicated. 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 tell 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) Bearing atjoint(s) A considers parallel to grain value using ANSIl 1 angle to grain formula. Building designer should verify capacity o bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 1=226, A=261. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1. and referenced standard ANSIl 1. 11) "Semi-rigid pitchbreeks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0Truss SPACING- 2-0-0 mss ype y y Capper Creek loll blk 3 sky meadows ifi-11]653 E01 Roof Special 2 1 Vert(LL) -0.48 T >812 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 Job Refereecc (optional) BMC (DAnv FALLS), DAHO FALLS, io a 000 s Jul 152016 MITek Indusines, Inc. Thu Nov 1715:1709 2016 Pal ID:eGufM8F0leHQ6vvyu0bfx8z4LyK-32gjCgPJjMnzBPQJwmRxkuhAJS W bAwoF3$YkrTylogO -1-3-7 41-6 8-2-12 12<2 16-5-8 18-0-121 0 23-6-13 28-1-11 32-8-8 1-3-] 41-6 4-164-14�-13 45-13 4-6-13 Scale = 1:54.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deo Uri PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.51 Vert(LL) -0.48 T >812 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.73 Vert(TL) -0.78 S -T >496 240 MT20HS 165/146 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.59 K We n/a BCDL 7.0 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.24 T >999 240 Weight:2021b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 2-6-12 oc purlins, except end verticals. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr "Except" BOT CHORD Rigid ceiling directly applied or 6-5-15 oc bracing. 134: 2x4 DF Stud/Std JOINTS 1 Brace at A(s): O, P WEBS 2x4 DF Stud/Std'Except* MITek recommends that Stabilizers and required cross bracing W7: 2x4 DF 1800F 1.6E or 2x4 DF NoA&Btr be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) K=1581/Mechanical, B=1720/05-8 (min. 0-1-12) Max HorzB=233(LC 10) Max UpliftK=-225(LC 11), B=-299(LC 10) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5148/992, C -D=-4963/945, D -E=-4440/822, E -V=-34371593, F -V=-3351/604, F -G=-2684/498, G -H=-2549/463, H -W=3459/516,1 -W= -3547/501,1-J=-1472/220, J -K=-15521240 BOT CHORD B -U=-1069/4561, T -U=-956/4463, S -T=-737/3840, RS= -46312951, P -R=-383/3103, O -P=-383/3103 WEBS D -T=471/196, E -T=-106/505, E -S=$62/270, F -S=-274/1375, F -R=-1594/359, H -O=-61/708, L -O= -197/1580,1-L=-1705/259, J -L=-171/1442, G -R=-370/1996, H -R=-1391/256, 1-0=-240/1881 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cal. 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Bearing atjoint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) except (jt=1b) K=225, B=299. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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 a was russ ype ly y Capper Creek lot2 blk 3 sky meadm 16-117653 DO1 Roof Speclel 2 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 03402 Scale = 1:56.1 8-2-12 16-5-6 22-7-13 2&10-1 33-2-0 8-2-12 8-2-72 6-2-5 fi-2-5 4-3-75 Plate Offsets (X Yl- (B'0 -D-14 Edg 1 !CO -3-0 0-3-41 tH 0-4-0 0-3-01 [J:0-6-0,0-7-8] TOP CHORD Sheathed or 2-2-9 oc purlins. T3: 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr'Except* MiTek recommends that Stabilizers and required cross bracing B3,134: 2x10 OF SS be installed during truss erection, in accordance with Stabilizer LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb Lid PLATES GRIP TCLL 35.0 Plate Grp DOL 1.15 TC 0.67 Vert(LL) -0.57 L -M -692 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.81 Vert(TL) -0.99 L -M >395 240 MT20HS 1651146 TCDL 7.0 Rep Stress lncr YES WB 0.91 Horz(TL) 0.36 1 n/a n/a BCLL 0.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.28 L -M >999 240 Weight: 2321b FT=20% BCDL 7.0 LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr'Except` TOP CHORD Sheathed or 2-2-9 oc purlins. T3: 2x6 DF 1800F 1.6E or 2x6 DF SS BOT CHORD Rigid ceiling directly applied or 6-3-8 oc bracing. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr'Except* MiTek recommends that Stabilizers and required cross bracing B3,134: 2x10 OF SS be installed during truss erection, in accordance with Stabilizer WEBS 2x4 DF Stud/Std Installation guide. OTHERS 2x10 OF SS LBR SCAB I -K 2x10 DF SS one side REACTIONS. (Ib/size) B=1739/0-5-8 (min. 0-1-12), 1=1600/0-5-8 (min. 0-1-13) Max Horz B=264(LC 10) Max UpliftB=-293(LC 10), 1=-125(LC 10) Max Gmv B=1739(LC 1), 1=1679(LC 18) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5348/1025, C-13=4902/887, D -O=-3565/595, E-0=-3425/604, E -F=-3516/693, F -G=-3966/594, G -P=4047/573, H -P=-4148/560 BOT CHORD B -M=-1125/4772, L -M=-879/4171, K -L=-342/2391, K -N=-340/2398, J -N=-34012398, H -J=468/3606 WEBS C -M=-337/216, D -M=-54/468, D -L=-994/342, E -L=470/171, F -L=-435/1802, F -J=-252/2050, G -J=-586/183 NOTES - 1) Attached 15-2-0 scab I to K, front faces) 200 DF SS with 2 row(s) of 10d (0.1131"x3") nails spaced 9" o.c.except : starting at 3-7-13 from end at joint K, nail 2 row(s) at 7" o.c. for 2-0-0; starting at 9-10-1 from end at joint K, nail 2 row(s) at 3" c.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult-11Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-10; Pf=35.0 psf (Sat 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 18.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except Qt=lb) B=293, I=125. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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 Job mss I rusS I ype Sheathed or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc Ply Copper Creek lot2 blk 3 sky meadows 16417653 C81 Roof Special 2 1 2-0-0 CSI. DEFL. in (loo) Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 Scale = 1:58.0 A V 8-2-12 1 t6-5-8 1 26-2-1 33-2-0 8-2-12 8-2-12 9-8-9 6-11-15 Plate Offsets (X Y)— rB:0-0-14 Edge/ rC:0-3-0 0-3-41 [G:0-3-0,0-3-121 TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr'Except• TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc T3,T4: 2x6 OF 1BOOF 1.6E or 2x6 DF SS purlins (3-5-5 max.): G -H. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.i&Btr BOT CHORD Rigid ceiling directly applied or 6-1-10 oc bracing. WEBS 2x4 DF Stud/Std `Except` MiTek recommends that Stabilizers and required cross bracing LOADING (Psf)SPACING- 2-0-0 CSI. DEFL. in (loo) I/defi Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.84 Vert(LL) -0.62 J -K >635 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.80 Vert(TL) -1.17 J -K >338 240 MT20HS 165/146 TCDL 70) BCU_ 0.0 Rep Stress Incr YES WB 0.91 HOrz(TL) 0.40 1 n/a n/a MT18H 220/195 BCD_ 7.0 Code IBC2012/TP12007 (Matrix) Wind(LL) 0.30 K -L >999 240 Weight:1651b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Btr'Except• TOP CHORD Sheathed or 2-2-0 oc purlins, except end verticals, and 2-0-0 oc T3,T4: 2x6 OF 1BOOF 1.6E or 2x6 DF SS purlins (3-5-5 max.): G -H. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 OF No.i&Btr BOT CHORD Rigid ceiling directly applied or 6-1-10 oc bracing. WEBS 2x4 DF Stud/Std `Except` MiTek recommends that Stabilizers and required cross bracing W9,W2,W6: 2x4 OF 1800F 1.6E or 2x4 DF No.1&Btf be installed during truss erection, in accordance with Stabilizer Installation guide, REACTIONS. (Ib/size) 1=1604/0-5-8 (min. 0-1-12),B=1743/0-5-8 (min. 0-1-12) Max Holz B=296(LC 10) Max Upliftl=-247(LC 11), B=-293(LC 10) Max Gravl=1614(LC 18), B=1743(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-5361/1053, C -D=-4916/918, D -M=-3541/614, E -M=-3425/626, E -F=-3458/706, F -N=-5309/813, G -N=55431799, G -H=-5030/685, H-1=1553/264 BOT CHORD B -L=-1184/4783, K -L=-935/4166, J -K=-391/2348 WEBS C -L=-324/214, D -L=-60/476, D -K=-1045/347, E -K=-516/159, F -K=-440/2053, F -J=-520/3350, G -J=-3181/570, H -J=-674/5003 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) TCLL: ASCE 7-10; Pf=35.0 psf (flat roof snow); Category It; 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 20.0 psf or 2.00 times flat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 1=247, B=293. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heals" Member end fixity modal was used in the analysis and design of this truss. 13) Graphical pur in representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard o Nas mss ype ly y Copper creeklol2blx3 sky moo, a 16-117653 1301 Roof Special 2 1 Sheathed or 2-2-8 oc purlins, except end verticals, and 2-0-0 oc T3,T4: 2x6 DF 180OF 1.6E or 2x6 DF SS purlins (4-5-2 max.): G -I. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. Job Reference (aptiona0 BMC(IDAHO FALLS). IDAHO FALLS, ID 63402 8.000SJUI152U1UMIlek IndUStneS,Inc. nu Nov1115:1C032016 Paggel ID:eGufM8F01eH06vvyuObfx8z4LyK-EuJSxmLZ7 WOpOUzAaVKXUdS61153mCuM hw50d pylDgU -1-3-7 5-5-13 10 -it -11 16-5-8 19-0-0 2&6-1 284-1 33-2-0 5-5-13 5-5-13 5-5-13 2-6-8 ~ 4-6-1 4-945 4-9-15 Scale =1:58.0 16-5-8 LOADING (psf) SPACING- 2-0-0 TCLL 35.0 Plate Gip DOL 1.15 (Roof Snow=35.0) Lumber DOL 1.15 TCDL 7.0 Rep Stress Incr YES BCLL 0.0Code IBC201271`12007 BCDL 7.0 CSI. TC 0.68 BC '0.60 WB 0.91 (Matrix) DEFL. Vert(CIL) Vert(TL) Horz(TL) Wind(LL) in (loc) I/deft Ltd -0.51 L -M >778 360 -0.91 L -M >434 240 0.37 J me me 0.27 L -M >999 240 PLATES GRIP MT20 220/195 MT20HS 165/146 Weight:170lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr *Except* TOP CHORD Sheathed or 2-2-8 oc purlins, except end verticals, and 2-0-0 oc T3,T4: 2x6 DF 180OF 1.6E or 2x6 DF SS purlins (4-5-2 max.): G -I. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-8 oc bracing. WEBS 2x4 DF Stud/Std WEBS 1 Row at midpt H -J MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) J=160410-5-8 (min. 0-1-13), B=1743/0-5-8 (min. 0-1-12) Max HorzB=324(LC 10) Max UpliftJ=-256(LC 11), B=-287(LC 10) Max GravJ=1720(LC 29), B=1743(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-536511058, C -D=4920/922, D -N=-35341623, E -N=-3420/635, E -F=3472/719, F -G=-39431611, G -O=-35001519, H-0=-3503/518, IJ= -290/56 BOT CHORD B -M=-1217/4787, L -M=-970/4161, K -L=414/2340, J -K=-354/2128 WEBS C -M=-324/214, D -M=-57/492, D -L=-1049/344, E -L=-538/168, F -L=475/2039, F -K=-301/2057, G -K=-2310/389, H -K=-246/1622, H -J=-2502/432 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and fight exposed ; Lumber DOL=1.33 plate gip DOL=1.33 2) TCLL: ASCE 7-10; Pf=35.0 psf (Bat 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 20.0 psf or 2.00 times fiat roof load of 35.0 psf on overhangs non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 9) Bearing at joint(s) B considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joint(s) except Gt=1b) J=256, B=287. 11) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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. 13) Graphical puffin representation does not depict the size or the oientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 0 mss rues ype ly y Capper Greek laU blk 3 sky meadows 16-117553 A04 Common 5 1 DEFL. in (loc) I/defl Ud PLATES GRIP Job Reference (optional) BMG pu nu rH w), iunnu ]-10-t2 15-9-8 239-8 31-9-8 ]-10-12 7-10-12 8-0-0 8-0-0 31.7 Plate Offsets (X,Y)— tA:0-3-8,Edgel [E:0-0-0,0-0-41, [H:04.0,0-3-01 TOP CHORD Sheathed or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt B-H, D -H LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 35.0 (Roof Snow=35.0) Plate Gdp DOL 1.15 TC 0.77 Vert(LL) -0.15 A-1 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.56 VerI TL) 428 E -G >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.29 Horz(TL) 0.09 E n/a n/a BCDL 7.0 Code IBC2012ITP12007 (Matrix) Wind(LL) 0.11 A-1 >999 240 Weight:151lb FT=20% 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 180OF 1.6E or 2x4 DF No.1&Btr "Except` W4,W5: 2x4 DF Stud/Std WEDGE Left: 2x4 DF Stud/Std REACTIONS. (Ib/size) A=153710-5-8 (min. 0-1-10), E=1644/0-3-8 (min. 0-1-12) Max Horz A=-267(LC 6) Max Up1iRA=-228(LC 8), E=-261 (1-C 9) BRACING - TOP CHORD Sheathed or 2-2-0 cc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. WEBS 1 Row at midpt B-H, D -H 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 A -B=-2308/325, B -C=-1586/319, C -D=-1589/318, D -E=-2340/330 BOT CHORD A -J=-319/1848, 1.1=-319/1848, 1-K=-319/1845, H -K=-319/1845, H -L=-158/1792, G -L=-158/1792, G -M=-157/1794, E.M=-157/1794 WEBS B-1=0/303, B -H=-834/311, C -H=-169/953, D -H=-879/317, D-G=D/300 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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) 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 pat on overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) A=228, E=261. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/rP11. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 Max rues ype ly y Capper Creak loF 1,111 slymealom 1fi-117653 AM Common Struclurel Gable 1 1 16-0-0 20-0-0 WEDGE 24-0-0 be installed during truss erection, in accordance with Stabilizer 32-0-0 Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 03402 0.000sJultb2010MIlek Innuslnes,Inc. nu Nov111b:1bAtlz016 Paggel ID:eGufM8F01eHQ6vvyuObfx8z4LyK.M73x5P124H WOxtfOLgGbKnHP7QBdgQOnm17CU2ylogY 1-04 8-0-0 16-0.0 240-0 32-0-0 3-0-0 10-0 8-0-0 8-0-0 6-0-0 8-0-0 11 -OAS $1 3.8 LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-3-4 oc purlins. M L AQ K J AR I H WEBS 1 Row at midpt C -N BAA 1 16-0-0 20-0-0 WEDGE 24-0-0 be installed during truss erection, in accordance with Stabilizer 32-0-0 Installation guide. 8A-0 8-0-0 4-0-0 4-0-0 8), K=-268(LC B), H=-117(LC 9) Max Grav All reactions 250 In or less atjoint(s) F, M, M, L, J, I except B=1223(LC 1), K=1564(LC 1), H=278(LC 1) Plate Offsets(XY)- 1B:0-2-70-2-11 IF:0-2-70-2-11 LOADING (psf) SPACING- 2-0-0CSI. DEFL. in (100) I/defl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.75 Verfl L) -0.12 B -O >999 360 MT20 220/195 (Roof Snow=3 Lumber DOL 1.15 BC 0.45 Vert(TL) -0.23 B -O >999 240 . 70 TCDL 70 Rep Stress Incr YES WB 0.81 HOR(TL) 0.03 BCLL 0.0' Code IBC2012ITP12007 (Matrix) Wind(LL) 0.09 6-O >999 240 Weight: 236 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Btr TOP CHORD Sheathed or 4-3-4 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2x4 OF Stud/Std 10-0-0 oc bracing: B -0,N -O. OTHERS 2x4 OF Stud/Std `Except* WEBS 1 Row at midpt C -N ST8: 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr 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 12-3-8 except at -length) B=0-3-8. (lb)- Max Horz B=-272(LC 6) Max Uplift All uplift 100 to or less at joint(s) F, L, I except B=-208(LC 8), K=-268(LC B), H=-117(LC 9) Max Grav All reactions 250 In or less atjoint(s) F, M, M, L, J, I except B=1223(LC 1), K=1564(LC 1), H=278(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-1801/238, C -D=-840/227, D -E=-839/226, E -F=-89/288 BOT CHORD B -AO= -252/1307, O -AO= -252/1307, O -AP= -252/1307, N -AP= -252/1307 WEBS E -N=-87/773, E -K=-15311283, C.N=-900/317, C-0=0/306 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; 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 II; 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 studs spaced at 2-0-0 Do. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) F, L, I except 6t=1b) 8=208, K=268, H=117. 10) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 0 nlss Nes ype ly y Copper Creek to@blk 3 sky meado 16-117653 A02 Common 2 1 SPACING- 2-0-0 CSI. Installation guide. DEFL. in floc) J h Referesnoe loptional) o,e a, yu n�rnuol. �unnai rn,.w.w Y d b3.6 [4 0 Plate Offsets (X,Y)— [A:0-0-0,0-0-47 (E:Edge 0-0-41 [H:04-0,0-3-0] TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt D -H, B-H MiTek recommends that Stabilizers and required cross bracing LOADTCLLL (Ps35.0 SPACING- 2-0-0 CSI. Installation guide. DEFL. in floc) /deft Vd PLATES GRIP (Roof Snow=35.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) -0.17 A-1 >999 360 MT20 220/195 TCDL 7,0 Lumber DOL 1.15 BC 0.59 Vert(TL) -0.31 A-1 >999 240 BCLL 0.0 ` Rep Stress Incr YES WB 0.29 Horz(TL) 0.09 E n/a n/a BCDL 7,0 Code IBC20121TPI2007 (Matrix) Wind(LL) 0.11 A -I >999 240 Weight: 1511b FT=20% LUMBER - TOP CHORD 2x4 DF 1BOOF 1.6E or 2x4 DF No.1&Btr BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.1&Bir WEBS 20 DF 180OF 1.6E or 2x4 DF No.1&Btr `Except* W3: 2x4 OF Stud/Std REACTIONS. (Ib/size) A=1552/0-3-8 (min. 0-1-10),E=1669/0-3-8 (min. 0-1-12) Max Horz A=-267(LC 4) Max UpliftA=-232(LC 8), E=262(LC 9) BRACING - TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 1 Row at midpt D -H, B-H 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 fomes 250 (lb) or less except when shown. TOP CHORD A -B=-23731337, B -C=-1615/321, C -D=-16151322, D -E=-2365/333 BOT CHORD A -J=-33211916, 1.J=-332/1916, 1-K=-333/1912, H -K=-333/1912, H -L=-161/1812, G -L=-161/1812, G -M=-160/1814, E.M=-160/1814 WEBS C -H=-171/974, D -H=-878/317, D -G=0/300, B -H=-8871321, B-1=01301 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25R; Cat. II; Exp C; enclosed; MW FRS (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) 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. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) A=232, E=262. 7) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) A. 8) This truss is designed in accordance with the 2012 International Building Code section 2306.1 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. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.5001n. LOAD CASES) Standard Job ruse Inuss ype Cry yCopper Creak lal2 blk 3 sky meadows 16-117653 A01 Common 3 1 LOADING (psf) SPACING- 2-0-0 Installation guide. CSI. DEFL. in Job Reference (optional) BMC (IDAHO FALLS), IDAHO FALLS, ID 83402 e...,,.._ +.53.8 Plate Offsets (X Y)— 1B:0-0-0 0-0-01 1F:Edge 0-0-41 [1:0-4-0,03-01 TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt E-1, C-1 MiTek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING- 2-0-0 Installation guide. CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.77 Vert(LL) -0.15 B -J >999 360 MT20 220/195 (Roof Snow=35.0) Lumber DOL 1.15 BC 0.54 Vert(TL) -0.29 B -J >999 240 TCDL 7.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.09 F n/a n/a BCLL 0.0 Code IBC2012/TPI2007 (Matrix) Wind(LL) 0.10 B -J >999 240 Weight: 152 lb 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 180OF 1.6E or 2x4 DF No.1&Btr *Except' W 3: 2x4 DF Stud/Std REACTIONS. (Ib/size) B=1657/0-3-8 (min. 0-1-12),F=1657/0-3-8 (min. 0-1-12) Max Horz B=-272(LC 6) Max UpliftB=-262(LC 8), F=-262(LC 9) BRACING - TOP CHORD Sheathed or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt E-1, C-1 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 fomes 250 (lb) or less except when shown. TOP CHORD B -C=-2361/332, C -D=-1611/320, D -E=-1611/320, E -F=2361/332 BOT CHORD B -K=328/1905, J -K=-328/1905, J -L=-328/1902, 1-L=-326/1902, 1-M=-160/1809, H.M=-160/1809, H -N=-15911811, F -N=-159/1811 WEBS D -I=-169/970, E -I=-878/317, E -H=0/300, C -I=-878/316, C -J=0/300 NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.2psf; h=25f; Cat. II; Exp C; enclosed; MW FRS (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) 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 an overhangs non -concurrent with other live loads. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)' This truss has been designed for a live load of 20.0psf 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 BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt --1b) B=262, F=262. 7) This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSVTPI 1. 8) "Semi-dgid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard