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Home My WebLink AboutTRUSS SPECS - 17-00630 - 1085 Greenside Loop - New SFRJob Truss 1Trus, hype - -- - ',pry 11-079492T A01 .Common BMG WEST (IDAHO FALLS), IDAHO FALLS. ID 83402- -- -- I 5.6-12 - 11-1-9 16-85 X20_9-11 --- - 5-8-12--- - 55-12----- 5-6-12 4-1-5 6A-3 18-8-5_ _ 20-9-11 84-3 8-0-g _ Plate Offsets (X,Y)— [A.M-0,0-05], [8.04-0,0-3-0], (DD -3-0,0-2 3J (E 0-6-0 0.24), LG 0-0-0,0_-3-0], LOADING(psp i SPACING- 2.0-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.45 TCDL 7.0 Lumber DOL 1.15 BC 0.50 BCLL 0.0 ' ! Rep Stress Ina YES WE 0.62 BCDL 7.0 - Code IRC2012JTP120D7 (Matrix) LUMBER - TOP CHORD 2x4 OF 180OF 1.6E or 20 OF Ni or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 18WF 1.6E or 2x4 OF Ni or 2x4 DF -N 180OF 1.6E i WEBS 2x4 DF 180OF 1.6E or 2x4 OF No.18Btr or 20 DF -N 180OF 1SE'Exi WB, W7: 2x4 DF Stui DEFL. In floc) I/defi Ud PLATES GRIP Ven(LL) -0.31 J -K >999 360 W20 220/195 Ven(TL) -0.51 JK >717 240 H07(TL) 0.05 J n1a We Wind(LL) 0.07 A -M >999 240 Weight: 217 lb FT=20% BRACING- TOPCHORD Sheathed a 4-1-13 oc purlins. BOTCHORD Rigid ceiling directly applied or 10i oc bracing, Except: 6-0-0oc bracing: HJ. WEBS 1 Row at midpt C -L, E -K, FJ rMiTek recommends that Stabilizers and required cross bmdng be Installe i during trusserection in accordance with Stabilizer Installation guide REACTIONS. (Ib/size) A=1388/Mechanical,J=2455(0-5-8(min. 0-2-70) -— ----- Max Horz A=-315(LC 4) Max UpIMA=-266([_C 8), J=458(LC 9) FORCES. Qb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-2157/408, 8-C=-1875/420, C -D=4174/323, D -E=859/326, E -F=-999/292, F.G=-134/1045, G -H=-224/892 BOT CHORD A -M=-029/1941, M -N=-242/1415. N-0=242/1415, L-0=-242JI415, L -P=81/833, K -P=-61/833, K-0=-7/517, O -R=71517, J -R=7/517, HJ=6281296 WEBS B -M= -390/234,C -M=-125/561, C -L=.743/329, D -L=-77/299, E -L=1681498, E -0 -3361145,F -K= -931556,F -J=-2230/352,&"151243 NOTES. 1) Unbalanced roof live bads have been considered for this design. 2) Wind; ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2pst, BCDL=4.2psf; h=25M1; Cat. II; Fxp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This Imes has been designed for a 10.0 psf bottom chord live load nonconwnenl with any other live leads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit between the bottom chord and any other membere, with BCDL = Tol sf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding t001b uplift at joint(s) except Ijl=1b) A=286, J=458. 8) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 9) "SamFngid pitchbreaks with fixed heels" Member end fixity model was used in the analysis am design of this truss. LOAD CASE(S) Standard Job Tress - Truss Type - -----_-- -pry ;ply -- 17-079492T IA02 Common 2 11 8-0-3 F 16.8-5 .. _ .___-- 20-9-11_ 26-0-7 31 376-00 84-3 8-0-3 ___ _�__313� _. 4 1-5 5-6-12 - 4-10-13 0- -12 6-0-0___ Plate Offsets X,V- A:0-600-0-6, B0-0003-01ID:0-3-0023] [E: -4-0'Q-1-9]1 1H.0 -3_9,0-1-8j _ _ [K0-2-02�3-0J [L030,03-0],_IN O -0-00-3-0j_____ LOADING(psf) SPACING- 200 CSI. DEFL. in (lac) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.43 1 Ven(LL) OAA M -N 1999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.44 i Vert(TL) -0.31 1 1999 240 BCLL 0.0 ' Rap Stress Incr YES WB 0.83 Ho2(TL) 0.05 J Na No BCDL 7.0 Code IRC2012/TP12007 (Matrix) WM(LI-) 0.07 A -N >999 240 W -?N: 2241b FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 1800F 1.6E TOP CHORD Sheathed or 4015 m purlins. BOT CHORD 2x4 DF 1800F 1.6E or 2.4 OF No. 1&Btr or 2x4 DF -N 1800F 7.6E BOT CHORD Rigid ceiling directly applied or 6-D-0 oc bracing. WEBS 2x4 OF 1WOF 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N I SWF 1.6E'ExcepC WEBS 1 Now at midpt C -M, E -L WBW7W9: 2x4 OF SIudlStd 1 MiTek recommends that Stabilizers and required bl.bradngbe Installed during buss erection in a=rdanm with StabilVer Installatlon guide REACTIONS. (IbA=1425/Machaniml, J=2418/038 (min. 0-2-9) Max x Horz A=-375(LC 4) Max UpIiM=-270(LC 8), J=452(LC 9) FORCES. (Ib)- Max. Comp./Max. Ten. -All forms 250 (lb) or less except when shown. TOP CHORD A -B=-2222/416, B -C=-1940/428, C -D=-7242/330, 0-E=-9151332, E -F=1074/308, F -G=-752/190, G -H=-219/911 BOT CHORD A -N=-036/1876, N-0=-249/1452, O -P=24911452, %P=-249/1452, NLD= -&854, L -O=-661854, L -R=0/621, K -R=01621, J -K=-1032/377, HJ= -6411294 WEBS B-N=-390234,C-N=426/555,GM=-740/330,D-M=-84/327,E-M=1491500,E-L=-276/125,F-L=-121/426,F-K=-10041185, G -K=-23811876, CJ= -23471497 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2p f, BCDL=4.2psf, h=258: Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; mntitever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This Vuss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5)' This Vuss has been designed for a live load of 20 Ops( on the bottom chord in all areas More a rectangle 330 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 6) Refer to girders) for truss to truss connections. 7) Provide mechanical connection (by others) of puss to bearing plata capable of mlhstani ing 1001b uplift at joint(s) except ljt=lb) A=270, J=452, 8) This truss Is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 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 muss. LOAD CASE(S) Standard _ --- Job Truss 'Truss Type - _ _py ;ply 17.079492T A03 Common '0 1 --AHOFA -- _ti _ -_ Job Referenra ac6onaJ_ BMb WEST(IDAHOFALLS)IDAHOFALl5, ID83402 _ - -- -- Run 6000. Jul 152016 Print8.000 s Ju1152016 MR ID:2mdl 68ho31EhrG8Yft5LFgylukw-ZOoMLx -_5-6-12 11-1-9 16-8-5 _ 20-9-11_ r- E-12 __ 26-0-7-31-11-3 - 5.6-12 5-6-12 5-6-12 - 4-1-5 --5 r_ __6-6-12 84-3 16-8-5 20-9-11 26A-7 _ 32-3-0 32.6-0 37-6-0 _ 81 BA -3 _ 4-1-5 - 5-6-125-10-13 0-2-12 5-0-0 - 1 _ Plate Offsets (X,Y)- [A:0-6-0.0-0-6]. [B:0,1-0,0.3 0[ [D 0-3-0,0-2-3],[E.0-640-2-4[, [(3:0,1-0,01[H 0-3-9.0-1-8[, [K 0.3 -0,Q3 -0J, [1-:0.3 0 0.3 OJ L;o-?-0 0.3-0 _ - - - LOADING (Pat) SPACING- 2-04 CSI. DEFL. in (loo) Idol_11 PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.41 Ven(LL) -0.19 M -N >999 360 111 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.45 Ved(TL) -0.32 M -N >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Pora(TL) 0.05 J Na Na BCOL 7.0 Cade IRC20127TPI2007 (Matrix) Wnd(LL) 0.07 A -N >999 240 Weight: 2241b FT=20% LUMBER- SPACING - TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 18WF 1.6E TOP CHORD Sheathed or 3.11-5 oc purlins. BOT CHORD 2x4 DF 180OF 1.8E or 2x4 DF No.i&Btr or 2.4 OF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or &0-0 oc bracing. ' WEBS 2x4 OF 1 S00 1.6E or 2x4 OF No.101, or 2x4 DF -N 180OF 1.6E'Excei WEBS 1 Row at mIdpt C -M, E -L WS,W7,W9: 2x4 OF Stud/Std MiTek recommends Nat Stabilizers and required in bracing be installed coding truss emoon In accordance with Stabilizer Installation guide REACTIONS. (lb/size) Ho A-315(Machanical, J=2340/0.&8 (min. 0-2A) Max Horz A=-315(LC 4) Max UpliflA=-279(LC 8), J=437ILC 91 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-23601432, B -C=-2078/443, C -D=-1381/346, D -E=40327345, E -F=-12461326, F -G=-1084/226, G -H=-2191872 BOT CHORD A -N=-049/1970, NA= -262/1547, 0-P=262/1547, NLP= -26211547, M -O=-641960, L-0=4 /WD, L -R=26/836, K -R=.261836, J -K=-544/273, H -J= -614R90 WEBS B -N=-389/23, C -N=-1261553, C -M=-739/330, D -M=-971394. E -M=-1391462, F -K=-752/144, G -K=-16911562, GJ= -2245/479 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) W nd: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=9/mph; TCDL=4,2psf. BCOL=4.2psf; h=25ft1 Cal. II; Exp C: encbsedl MWFRS (envelope) gable end zone; cantilever left and night exposed Lumbar DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This (mss has been designed for a 10.0 pal bottom chord live load nonconcorrent with any other live loads. 5)' This Wss 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 ft between the bottom chord and any other members, with BCOL = 7.01 6) Refer to girder(s) for truss to Wss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb upon at joint($) except gt=lb) A=279. J=437. 8) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIr PI 1. 9)"Semkngid pitchbreaks with fixed heels' Member end fixity modal was used in the analysis and design of this buss. LOAD CASE(S) Standard Job Truss Truss Type Cty Ply -T 17-079492T A04 Common Girder 2 II -- 1— 2 BMC WEST ODANO FALLS). IDAHD FALL$ 1083402 -- - Run 8000s Jul 152016 Pri ID:2mdl68ho31EhrG8Yft5 .,4-2_1 _ --_-8443_.. 128-0_ 16-8-520-9-11._ 24-11-12 ' I_.. 4.2.1 4-2-1 _ i_ 4-2-1 _- - _ - 4.2-1 0-2-1 40-2 4-2.1 4-1 Plate Offsets (X,Y)- [A:0.30,0.2_-/9lfB:0.3.00.3-OJ,IE:0.8-0.0-2-01 IFO-0-042-0J,[I43-00.3-01 LN:4 LOADING lost) SPACING- 2-0-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.17 TCDL 7.0 Lumber DOL 7.15 BC 0.29 BCLL 0.0Rep Stress lncr NO WB 0.59 BCDL 7.0 Code IRC20121TP12007 (Matrix) LUMBER. TOP CHORD 2x4 DF 180OF 1.6E or 20 OF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x6 DF 180OF 1.6E or 2x6 OF SS WEBS 2x4 DF Sh itl'Except' W4.W3,W2,W1: 2x4 DF 1800F 1.6E or 2x4 DF No.I&Btr or 2x4 DF -N 1800F 1.6E REACTIONS. (lb/size) A=3143IMechaniwl, M=51101058 (mm. O2-12) Max Hoa A=-315(LC 23) Max UpIifIA=1152(LC 8), M=4803(LC 9) FORCES, (Ib) - Merz. ComolMax. Ten. -All farces 250 (Ib) or less except t TOP CHORD A -B=-5127/1866, B -C=-0346/1822, C -D=-3551/1378, D -E• BOT CHORD A -T=-1659/4185, T -U= -1659/4185.8-U=-1659/4185, S -V= WEBS DEFL, in floc) Wel Ud VBd(LL) -0.10 O -R >999 360 Ven(TL) -0.16 0-R >999 240 H=(TL) 0.04 M Na Na Wind(LL) 0.08 O -R >999 240 BRACING PLATES GRIP MT20 220/195 Weight: 56711, FT=20% TOPCHORD Sheathed or 6-0-0oc puffins. BOTCHORD Rigid ceiling diredlyapplied or 1O0-0 oc bracing, Except 640 oc bracing: L-M,J-L. H -I=-2417898, IJ= -245/845 N -AI= -390/859, D -P=-1498(719, E -P=8=811. E-0=-7781310, F-0=512/1040, NOTES - 1) 2 -ply truss to be connected together with 10d (0A31NT) nails as follows: Top chords connected as follows: 2x4- 1 now at O 9M oc. Bottom chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 co. Webs connected as follows: 2x4 - 1 new at 0,M oc. 21 All loads are consideretl 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 proNded to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuft=115mph (3-secorM gust) V(IRC2012)=91mph; TCDL=4.2ps[ BCDL=4.2psf: h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 5) Provide adequate drainage to prevent water painting. 6) This bass has bean designed for a 10,0 pal bottom chord live load nonconcoment with any other live loads. 7)' This Wss has been designed for a live lead of 20.0psf on the bottom chord in all areas where a rectangle 38-0 tall by 280 wide will fit between the bottom chard and any other members, with BCDL = 7.Oad.. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10011, uplift at joint(s) except (t=11b) A=1152, M=1803. 10) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11) "Semi-rigid pilchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hangerfs) or other connection device(s) shall be provided sufficient to support concentrated loads) 222 lb down and 12011, up at 1-6.12, 22211, dawn and 12011, up at 3812, 222 Ib down and 120 fib up at 5-012, 222 fib down and 12011, up at 7-6-12, 222 lb down and 120 he up at 06-12, 22211, down and 12011, up at 11412, 22211, down and 12011, up at 13-012, 222 lb down and 12011, up at 166-12, 222 to down and 12011, up at 17812, 22211, down and 12011, up at 19-612, 26211, down and 13811, up at 21-432, 27011, down and 13911, up at 23-672, 2701b down and 13911, up at 25412, 270 lb down and 139 lb up at 27412, and 26211, down and 13811, aped 29-012. and 85911, down and 4321b up al 3140 on bodom chord. The designReleclion of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniferm Loads (pg) Van: A -E=-84, E -F=-84, F -K=-84, AJ= -14 Concentrated Loads (1b) Vert: M=-659(F)T=-222(F)U=-222(F)V=-222(F)W=-222(F)X=-222(F)Y=-222(F)2=-222(F)AB=-222(F)AC=422(F)AE=-222(F)AF=-262(FI AH= -270(F) A1=-270(F)AJ=.270(F)AH=-262(F) pr Job 'Trvse ;Tmss Type- -- --- — - Q7 _ —I _ `17-079492T A05Common Girder 1 Job Reference _ �_.__�_.__. __� ` BMC W EST (IDAHO FALLS), IDAHO FALLS, ID 83402 Run: 8.000 s Jul 15 2016 Print: 8.000 a Jul H ID:2md168h031EhrG8Yft5LFgylukr 421 8-0-3 12-64 16-8-5 20-9-11 _24-11-12� 29-1-13 F-- 4-2-1 4-2-1 +-- 4-2-1-1 - 4-2-1 4-1-5 422-1 4-2-1 0 ITI 1 �rc1P 21 4-2-1 8-4-3 12-6d 13AA 16-8-5 4-2-1 4-2-1 4-2-1 0-10-0 3-0-1 _ Plate Offsets (X,Y)- [C 0-3-0,0-3-0], 7E:6&4,0-2-47, 1F',0-4-4,0 2-47,10:0-6-0,0-047_ _ LOADING (p.0 SPACING- 2 -DO CSI. TCLL 350 Plate Grip DOL 1.15 1 TC 0.18 TCDL 7.0 Lumber DOL 1.15 SC 0.16 BCLL OD ' Rep Stress Incr NO WS 0.47 BCDL TO Code IRC20127PI2007 I (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.8E or 2x4 OF No. 1&Btr or 2x4 OF -N 180OF 1.6E BOT CHORD 2x8 OF 18MF 1.6E or 2x6 OF SS WEBS 2x4 OF StudlStd•Except' W4,W3.W2, Wt: 2x4 OF 180OF 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 180OF 1.6E OTHERS 2x4 OF StWIStd 20-9-11 24-11-12 26-11-628-1 47-5 4-2-1 1-11-111-1C DEFL in floc) Well Ud Vail(ILL) -0.03 Q -S >999 360 Ved(TL) 41>4 Q -S >999 240 Hort(TQ 0.00 N n/a rJa Wind(LL) 0.02 Q -S >999 240 BRACING - 333 -31414__37.6-0 2-3-3 4-2-1 PLATES GRIP MT20 220/195 Weight: 7541b FT=20% TOPCHORD Sheathed or&D-0do purlins. BOTCHORD Rigid ceiling directly applied or6-UO ocbacing, Except 10.00 oc bradng: &T. REACTIONS. All bearings 13-7-12 except Qt=length) 0=4-0-13, N=4-0-13, V=0-3-8, P=&3.8, P=0.3.8. (Ib)- Max Hcr,,A-315(LC4) Max Uplift All uplift WO It, or less at joint(s) A, AD, V except AC=406(LC 8), Z=-146(LC 8), W=4694(LC 8), 0=-1042(LC 9), 14=551(11_C 9), P=-303(LC 9) Max Grav All reactions 2501b or less atjoint(s) A, X, Y, AA, AB, AD, V except AC=339(LC 19), Z=318(LC 19), W=1424(LC 1), 0=2583(1_C 1), N=1319(LC 1), P=657(LC 1), P=657(LC 11 FORCES. (Ib) - Max. Comp./Max. Ten. -AIL forces 250 (Ib) or less except when shown. TOP CHORD A -B=-2821779, B -C=-328/195, C -D=-313/263, D -E=-814/491, E -F=-720/543, F -G=-874/604, 3-11=-543/433, H -1=563/409,1-J=.27811196, J -K=-2291825 BOT CHORD Y -Z=255/311, X -Y=-255/317, W -X=.2551317, V -W=.2781374, U -V=2781374, U -BE= -278/374, T-BE=2781374, T -BF= -0531585, BF -BG= -053 BG-BH=453385, &BH= 53/585, S -BI= -0491452, BI -8.1=449/452. BJ-BK=4491452. R-BK=449/452. Q -R=-449/452. Q -BL= -1073'505. P -B WEBS I -Q=-78412106,1-0=-277911110, J-0=-361/193 G -S=-269/835, G -Q=-1361/403, NOTES. 1) 2 -ply truss to be connected together with 10d (0.131"xT) nails as follows: Top chords connected as follows: 2x4-1 raw at (N .0 oc. Bottom chords connected as follows: 2x13 - 2 rows staggered at 0-9-0 do. Webs connected as follows: 2x4 -1 row at (J9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B). unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) VpRC2012)=91 mph; TCDL=4.2psb BCDL=4.2psY h=25fl; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 5) Thus designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as Per ANSVTPI 1. 6) Provide adequate drainage to prevent water ponding. 7) All plates are 1.5x4 W20 unless otherwise Indicated. 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf Whom chord true load nonconcumenl with any other live loads. 10)' This buss 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 20-0 wide will ft between the bottom chord and any other members, with BCDL = 7.Opsf. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) A, AD, V except jt=1b) AC= 106, Z=146, W=694, 0=1042, N=551, P=303, 12) This truss is designed in accordance with the 20121nternatonel Residential Cade sections R502.11.1 and R802.10.2 and referenced! standard ANSVTPI 1. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Wens. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 463 to down and 311 Ib up at 17.6.1 2. 4631b down and 311 Ib up at 19-&12, 463 to down and 311 Ib up at 21812, 4631b down and 311 Ib up at 23.612, 180 Is down and 154 Ib up at 25-612, 2221b down and 1201b up at 27-6.12, and 22211sdown and 1201b up al 29-612, and 8591b down end 4321b up at 31815 on boftom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead. Roof Live (balanced): Lumber Increase= 1. 15, Plate Increase=1.15 Uniform Loads (pig Vert: A -E=-84, E.F=-84, F -L=-84, A -K=14 Concentrated Loads (Ib) Vert: BF=463(8) BH=463(B) B1=463(B) 80463(8) BL=.180(8) BM=.222(8) BN=222(B) BO= -859(8) Job Truss Tmw Type 17-079492T A06 Common BMC WEST(IDAHO FALLS), IDAHO FALLS, ID 95402 5-6-12 11-1-9 546-12 56-12 Qty IPI, 1 1' Run: 8.000 s -j Job Referen-J01192016 Print: 8.000 a. ID:2mtli68ho31EhrG8Yft5LFg 16-8-5_ 20_9-11 26-1-13 5-6-12 _ , . 4-1-5 - - 5-03_ 8-4-3 16-8-5 8-4-3 _. 8-4-3 _ Plata Offsets(%,Y)-_[A:0.8y0.0�8y_I8-P4.00.3-07,jE:0-840-2A],(K:0.9-00-3-0],[L O -00,0-3-O] LOADING (Pat) SPACING- 2-00 CSI TCLL 35.0 Plate Grp DOL 1.15 TC 0.65 TCDL 7.0 Lumber DOL 1.15 - SII BC 0.45 BCLL 0.0 ' Rep Stress Ina YES WB 0.50 BCDL 7.0 - Code IRC2012/rP12007 (Matrix) LUMBER- TOPCHORD 2x4DF18WF1.6Eor2x4DFNo.1&BVor2x4DF-N1BWF1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Bb or 2x4 DF -N 1BOOF 1.6E WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.i &Btr or 2x4 DF -N 180OF 1.6E'Excepr W8.W9.W6: 2x4 DF Stud/Std 20-9-11 26-1-13 31-8-0 1 41-5_ DEFL in (loc) Well Ud PLATES GRIP Ven(Lt3 019 K -L 999 360 W20 2201195 Verl(TL) 031 K -L 999 240 Horz(fl) 006 H Na Na W xJ Ly 007 A -L 999 240 Weight 2031b FT = 20% BRACING- TOPCHORD Sheathed or 3-11-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 8-11-7 oc bracing: A -L. WEBS 1 Row at micipt C -K, E -K, EJ, FJ MITek recommends that Stabilizers and required cross bracing be install tludig truss erectiontin accoLd nce th Slar ilizerIretallation guide n-Jry 1111111.v1-pn-roawo-J-o Vnnr. v-I-IVI V Max Hi A=293(LC 8) Max UpIitIA=-2]t (LC B), H=-229(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (1b) or less except when shown. TOP CHORD A -B=-2362/412, B -C=-2088/426, C -D=-1424/33, D -E=-10671335, E -F=-1297/314, F -G=-1188/205, G -H=4491/246 BOT CHORD A -L=-549/1882, L -M=-369/1495, WN=.36911495, K -N=-369/1495, KA= -1231960, JA= -123/960, J -P= -12&905,1-P=-126/905 WEBS B -L= -353/226,C -L= -120/519,C -K=-720/327, D.K=-991404,E-K=-144/466,F-1=-626/151,G-1=-156/1133 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 sacerxl gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live lcad nonconcenent 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-M wide x111 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 lb uplift at joints) except 61=I1b) A=271, H=229. 7) This trays is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/fPl 1. 8) "SemFdgid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Job -- Tmss ITmss Type Ob ply 17.079492T tA07 Common 1 1 I --_-_ ____ _ I Job Reference joplional) r 6MC WEST(IDAHOFALLS), IDAHOFALLS, ID 83402 - Run:8.000s Jul iS 2016 Print: 8.000 s Jul 152016 M1ek Industries, Inc. Thu Jul ID:2mdl68ho31EhrG8Yft5LFgytukw-R9ltBJ7EhT9zewVjv71X9wek 5-1-12 11-1-9 16-8-5 _ _20-9-11 r -----�26-33 31$-0 4-1 551 5-0-3 PLATES GRIP MT20 2201195 Weight: 2031b FT=20% TOP CHORD 2x4 OF 18DOF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 3.10.12 oc Wdins, except end vedicals. BOTCHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 1800F 16E BOTCHORD Rigid wiling directly applied or 1G -0-D oc bracing, Except: WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E'ExwpP &10.5 oc bradng: A -L. W8,W9,W6: 20 DF StudlStd WEBS IRow at midpl C -K, E -K, E -J, F -J MiTe rrecommends That Stabilizers and required cross bracing be installed dudrg REACTIONS. (I(was ection in accordance with Stabilizer Installation guide, MaxuHoHo A-1533/Mechanical,11=1533/0-11-8 (min. 0.1-10) re rz A=293(LC 8) Max Up1iftA=-273(LC 8), H=-230(IC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2413(422, B -C=-2131/433, C -D=44361336, D -E=-1078/337, E -F=-1306/315, F -G=-1195(208, GH=1499/246 BOT CHORD A -L=56011937, L -M=-37311515, M -N=-373/1515, K -N=-37311515, KA=1251968, J-0=-1251968, J -P=-1271910, I -P=-1271910 WEBS B -L=.3901234, C -L=-126/552, C -K=7381330, D -K= -1001410,E -K= -146/473,F -J=-125/252, F-1=-031/152, 0-1=-158/1140 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; VuIw115mph(3-second gust) V(IRC2012)=91mph;TCDL=4.2psf,BCDL=4.2ps(h=25ft;Cat. II;Exp C; enclosed MWFRS(envelope)gable end zone; cantilever leftand rightexposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconwnrent 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) Refer to girders) for Wss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanci 10016 uplift at joint(s) except at=ib) A=273, 11=230. 8) This buss is designed in accordance with the 2012 International Residential Cotte sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 9)"Sem4rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 84-3 - - 16-8-5-_ 20-9-11 26-1-13 843 B-03 4-1-5 5_43 Plate Offsets (X,Y)-IA 0.6-0.0.0E1. [8,04 0,0-34)t [E 0-13-4,0-2-41, IK:0-0-0,0-3-0],L-0.00.3_0], _. LOADING (psi) SPACING. 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 35.0 Plate Grip DOL 1.15 TC 0.66i Ved(LL) -0.19 K -L >999 360 TCDL 7.0 Lumber DOL 1.15 BC 0.45 Ver(TL) -0.31 K -L >999 240 BCLL 0.0 Rep Stress lncr YES WB 0.50 Hoa(TL) 0.06 H Na Ne BCDL 7.0 Code IRC2012/TP12007 (Matrix) Wnd1LL) 0.07 A -L >999 240 LUMBER- BRACING. PLATES GRIP MT20 2201195 Weight: 2031b FT=20% TOP CHORD 2x4 OF 18DOF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 3.10.12 oc Wdins, except end vedicals. BOTCHORD 2x4 OF 1800F 1.6E or 2x4 OF No.i&Btr or 2x4 DF -N 1800F 16E BOTCHORD Rigid wiling directly applied or 1G -0-D oc bracing, Except: WEBS 2x4 DF 180OF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E'ExwpP &10.5 oc bradng: A -L. W8,W9,W6: 20 DF StudlStd WEBS IRow at midpl C -K, E -K, E -J, F -J MiTe rrecommends That Stabilizers and required cross bracing be installed dudrg REACTIONS. (I(was ection in accordance with Stabilizer Installation guide, MaxuHoHo A-1533/Mechanical,11=1533/0-11-8 (min. 0.1-10) re rz A=293(LC 8) Max Up1iftA=-273(LC 8), H=-230(IC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD A -B=-2413(422, B -C=-2131/433, C -D=44361336, D -E=-1078/337, E -F=-1306/315, F -G=-1195(208, GH=1499/246 BOT CHORD A -L=56011937, L -M=-37311515, M -N=-373/1515, K -N=-37311515, KA=1251968, J-0=-1251968, J -P=-1271910, I -P=-1271910 WEBS B -L=.3901234, C -L=-126/552, C -K=7381330, D -K= -1001410,E -K= -146/473,F -J=-125/252, F-1=-031/152, 0-1=-158/1140 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2)Wind: ASCE 7-10; VuIw115mph(3-second gust) V(IRC2012)=91mph;TCDL=4.2psf,BCDL=4.2ps(h=25ft;Cat. II;Exp C; enclosed MWFRS(envelope)gable end zone; cantilever leftand rightexposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconwnrent 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) Refer to girders) for Wss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanci 10016 uplift at joint(s) except at=ib) A=273, 11=230. 8) This buss is designed in accordance with the 2012 International Residential Cotte sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 9)"Sem4rigid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard — JJet,iTruss - -Truss Type - - Ory Ply 17-079492T A08 hear Special 1 1 BMC WEST (IDAHO FALLS), IDAHO FALLS. 1083002 - - Run. 8.000 s JO 1520161 ID 2md 168ho3IF hid 3-5-8 qq 2-1)g 866 12-9-8 136.8 Il 20-9.11_ 3-5-8 0-9A 4-3-8 4-3-8 6-9-0 3-1-13 -� 4-1-5 3-5-8 4-2-2 12-9-8 1 _Plat_e_Offsets XV] IA:0-660-0.6],jG_0-64,024] [H,0-3,1,0.24], ILP3-0,0-3-0] (00 3-4,0-2-G)JR _ LOADING (pep SPACING- 2.0.0 C51 DEFL In (lac) Vtlefl Vd PLATES GRIP TCLL 350 Plate Grip DOL 1.15 TC 0.85 Verl(LL) -020 P -Q >999 360 MT20 220/195 TCDL 70 Lumber DOL 1.15 BC 050 Ved(TL) A48 P -D >807 240 BCLL 0.0Rep State 1. YES WB 077 Haz(TL) 0.15 K n(a Na BCDL 7.0 Code IRC201ZTPI2007 (Matrix) Wintl(LL) 0,12 P -D >999 240 Weight: 248 Ib FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.18Bb or 2x4 DF -N 180pF 1.6E TOP CHORD Sheathed or 3-6-12 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF Nat&BV or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 89-5 co bracing, WEBS 2x4 OF 1800F 1.8E or 2x4 DF No. 1&Bit or 2x4 Di 1800F 1.6E 'Except' WEBS 1 Row at mil F-0, F -N, G -M.1 -M W15,W 74,W13,W11,W8,W12,W70: 2x4 DF Stud/Sb MiTak recommends that Stabilizers and required acres bracing be Installed during truss erection In accordance with Stabilizer Installation guide. REACTIONS. (Ii A=1525/0.88 (min. 0.t-10), K=1525th-8B (min. 0.1-70) - Ml Horz A=293(LC 8) Mex UpliBA=-271([C 8), K=-229(LC 9) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or leas except when shown, TOP CHORD A -B=-2488440, B -C=-2413/489, C -D=3109/749, QE= -0895/407, E -F=-1758487, F -G=-13411362, GH= -9661296, 1-1-1=4299/313, ll187/2D5, J -K=-1490/246 BOT CHORD A -R=-5981953, Q -R=-9783457, P -Q=-5181888, O -P=-31411603, N-0=27417291), N -S=472/10(30, WS= -172A060. M -T=-128904, L -T=-126/904 WEBS C -R=-2252/579, "=-357/1732, D-0=342/997, D -P=639/298, F -P=-052/1635, F-0=-897/166, F-1,1=435/322, G1,1=261/733, &M=-029/142, H -M=-102/323 I -M= -1235S4 I-L=631/15q J -L=-1581131 NOTES - 1) Unbalanced roof live loads have been considered fa this design. 2) Wind ASCE 7.10; Vu1t=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psh, h=258; Cel. Il; Exp C: enclosed; Ml (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10,0 pA boftom chord live load nonconcurrent with any other live bads. 5)' This truss has been designed for a live load of 20.Oil on the bottom chord in all areas where a rectangle 36-0 tall by 2.00 vide will fit between the bottom chord and any other members, with BCDL = Ti 6) Provide mechanical connection (by others) of rose to bearing plate capable of withstanding 1001b uplift at joint(s) except QI=1b) A=271, K=229. 7) This buss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10 2 and referenced standard Al 1. 8) "SemiHigid pilchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this "as, LOAD CASE(S) Standard Job truss truss Type 17.0794927 A09 Roof Speual BMCWESS). IDAHO FALLS, 1083403- - - -- Oty 1 3-5-8 4-5-✓) 12-6-8 3-6-8 16-8-5__.. - _ 20-9-11 26-1-13 �_ _ _ 31-8 0 3-5-8 '10-0 8-1-0 - I-0 3113 415 5-03 5-03 Plate Offsets (X YJ--LA:66-040671G;0-640247, IN0.3-0,0.2-0] (L P3 -0,0 -3 -Of j002.8,ECgeJ,jR 0.5-00`2.0)__,. LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 3-4-13 co puriins, except end ver cels. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E BOTCHORD Rigid ceiling directly applied or 638m bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E'Exmpt' WEBS 1 Row at midpt F-0, F -N, C -M, Ii W15,W14,W13,W71,We,W12,W10: 2x4 OF Studi LOADING (m) SPACING- 2-0.0 CSI. DEFL in (Im) Vdefl L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15TC 0.85 1 Vad(LL) -0.21 P-0 >999 360 Mr20 220/185 TOOL 7.0 Lumber DOL 1.15 BC 0.54 Ver l(TL) -0.45 PA >826 240 BCLL 0.0 ' Rep Sbess Incr YES WB Hi H 0.18 K We Na BCDL 7.0 Code IRC20127rP12007 (Mai Wnd(Ly 0.13 P-0 >999 240 ( Weight: 246 lb FF=2D% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 3-4-13 co puriins, except end ver cels. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E BOTCHORD Rigid ceiling directly applied or 638m bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF No. 1&Btr or 2x4 DF -N 1800F 1.6E'Exmpt' WEBS 1 Row at midpt F-0, F -N, C -M, Ii W15,W14,W13,W71,We,W12,W10: 2x4 OF Studi J MiTek recommends that Stabilizers and required cross bracing be Installed during Was ereWion in accordance with Stabilizer Installation guide. REACTIONS. (IWsize) A=1525/0.5-6 (min. 0-1-10), K=152510.5 -e (min. 0-1-10) Max Horz A=293(LC 8) Max Upti0A=-271(LC 8), K=-229(LC 9) FORCES. (Ib)- Max. Comp/Max. Ten. - All farces 250 (Ib) or less except when shown. TOP CHORD A -B=-2484/439, B -C=-2419/498, C -D=.3372/825, D -E=-197&427, E -F=18601488, F -G=-1339/362, G -H=-966/296, H-1=-1299/37$ I -J=4187/205, J -K=4490/248 BOT CHORD A -R=-597/1950, O -R=-1078/3772 P-0=-54311985, O -P=-333/1848, 14-0=-273/1288, NS= -173/1060, M -S=-173/1060, M -T=-126/904, L -T=-126/904 WEBS GR=25191660, C-0=-39511808, D-0=-399/196, D -P=-6861307, F -P=494/1771. F-0=-977/198, F -N=-726/320, G-14=2601730, G -M=431/143, H -M= -1031328,1-M=-123/254, I -L=-631/150, J -L=-15&1131 NOTES - 1) Unbalanced mf live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=115mgh (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2pa( BCDL-1.21osf; h=251; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=7 33 plate grip DOL=1.33 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 Pat bottom chord live load nommncument 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 330 tail by 2 -DO wide will ft between the bottom chord and any other members, with BCDL = 7.Opsf. 6) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at jant(s) except Ut=1b) A=271, K=229. 7) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 8) "Semi-rigid pitchbreaks with fixed heels° Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss -- -Tmss Type --- --- - - -- iCry 1T -079492T Ata Roof Special Girder '1 BMC WESTffDAHO FALLfi)IDAHO FALLS, IO 83402 - - -- - - Nun 8.00 __--.3-5-8..._1-0�4-" __.". - ' 4-0-B 12-0-8 1--0-0 ._38-8-3. _-. _24.9.51 WrY - r \ 14 ric m i �I 3-5-8 4-5-8 8-6-0 12-6-8 13-6-8 16-8-5 3-5-8 1-0-0 4-0-8 4-0-8 1-0-0 3 Plate Offsets (X j- (A:0.2-0,0¢148], IG0-66,0-1-12), IH 0-3-0,0-2-31, (L0-5-g0a-By IM 0-5-0,0-4-121 LOADING (pal) SPACING- 2-0-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 - - TC 0.39 TCDL 7.0 Lumber DOL 1.15 BC 0.69 BCLL 0.0 ' Rep Stress Ina NO WI3 0.68 BCDL 7.0 Coda IRC2012RP12107 (Matrix) _. -- - _I.-.._____- LUMBER - TOP CHORD 20 OF 18DOF 1.6E a 2x4 OF No.18Btr or 2x4 Di 180OF 1.6E BOT CHORD 2x6 OF 1800F 1.6E or 2x6 OF SS WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 180OF 1.6E'Except' W 16,W15,W12,W11,W8,W 7: 2x4 OF Studli W13: 2x6 DF 180OF 1.6E or 2x6 OF SS REACTIONS. (Ib/size) A=384270.58 (min. 0.2-1), K=8532/038 (min. 0.49) Max Hoa A=291(LC 8) Max UpliOA=-950i 8), K= -2161i 9) DEFL in (loo) Wall Lid PLATES GRIP Ven(LL) -0.23 P-0 >999 360 MT20 220/195 Vell(TL) -0.36 P-0 *99 240 MT20HS 165/146 Hoa(TL) 0.21 K n/a Na Wntl(LL) 0.14 P-0 x999 240 Weight: 551 lb FT=20-4 BRACING - TOP CHORD Sheathed or 4-10.10 ao pur ins, except end ver icals BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) -Max. Comp.7Max. Ten. - All forces 250 (Ib) a less except when shown. TOP CHORD A -B=-6849/1713, B -C=-679011771, GD=.7511/1974, D -E=.6584/1777, E -F=-640271819, F -G=-546911569, GH= -5267/1550, H -I=-6423/1809, I -J=-595611552, J -K=-726211878 BOT CHORD AS= -1641/5543, RS= -2930110025, Q -R=-2222/7587, P-0=176416229, 0.P=-149815556, N-0=.1303/4811, N.T=-117314479, M -T=-117314479, M -U=-124514863, U -V=-1245/4863, V -W=12494863, L -W=124514863 WEBS 6S=6446/1843, GR=.182616382 C-0-15121509, D -Q=-293/1100, D -P=-1333/459, F -P=-1137/3843, FA= -2603!717, F -N=-10231400, G -N=-3021727, G -M=-96272652, H -M= -931/31221-M=-326964,1-1_=-12261401, J -L=-156116091 NOTES - 1) 2 -ply muss to be connected together with 10tl (0.131'x3') nails as follows: Top chords connected as follows: 2x4.1 row at 0-7-0 co, 2x6 - 2 roves staggered as 0.9-0 co. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 -1 raw al 0." co, 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) a (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vul1=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=2581 Cal. II; Exp C; enclosed: MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 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 nonconcunenl with any other live loads. 8)' This truss has been designed for a Ilve load of 20.Opsf on the bottom chord In all areas where a reclargle 36-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.01 9) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 100 lb uplift at jolnds) except Ot=1b) A=950, K=2166. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 11) "SerN-dgld pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of Nis truse. 12) Hanga(s) or other connection devices) shall be provided sufficient to support concentrated loads) 5038 It, down and 155411, up at 20-108, 858 to down and 220 lb up at 22-114, 8581b down antl 220 Ib up at 24-114, 85811, down antl 22011,up al 26-114, antl 8581b down antl 2201b up at 28-114, and 86211, down antl 21511, up al 30.11-0 on bottom chord. The desigNselection of such connection dedco(s) is the responsiblity of others. LOAD CASE(S) Standard 1) Dead a Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Ven: A -G=-84, G -H=64, H -J=-84, AS= -14, R -S=-14, P -R=-04, 01 K-0=14 Concentrated Loads (Ib) Ven: M=-5038(F)U=-858(F)W=-858(F)%=658(F)y=-858(F)Z=-862(F) -_ -- Job TNSS 17.079492T All BMC W EST (IDAHO FALLS), IDAHO FALLS, ID 83402 TNS. Type -- L___ - - 55-6-12 - -4-- 5-6-12 8-4-3 B-4-3 Plate Offsets (X,Y)- [A;O-3 913 JB;Qi [0 01 [H 0.3-0,63-0J: LOADING (Pat) SPACING- 2-0.0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.34 TCDL 7.0 Lumber DOL 1.15 BC 0.37 BCLL 0.0 ' Rep Sbess Incr YES WB 0.59 SCOL 7.0 Code IRC2012/rP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF 18OF 1.6E or 2x4 OF No.i&Bb or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF NoA&BV or 2x4 DF -N 180OF 1.6E WEBS 2x4 DF 1800E 1.8E or 2x4 OF No.i&BV or 2x4 DF -N 180OF 1,6E 'Except* W5:2x4 OF Studi REACTIONS. (IGsize) F=1006/1dechanical,A=1006/10fechanlcal Max HmA=457(1_C 8) Max UpliftF=309(LC 8), A=115(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-1482/142, B -C=-1200/154, C -D=393/53, D -E=-299/99, E -F=-989/312 BOT CHORD A -H=393/1184, H-1=-302/752, IJ= -302/752, GJ=302852 WEBS B -H=-399@37, C -H=4301564, C -G= -7431332,E -G=-311/934 1_6-8-5_ 20-M 8 _y ,1-3 4-0-11 DEFL in (fee) i Ud Ved(LL) 4.16 G -H >999 360 Vai -0.25 G -H >969 240 Hoa(TL) 0.03 F Na Na Wind(LL) 0.06 AT >999 240 BRACING - PLATES GRIP MT20 220/195 Weight: 1351b FT=20% TOP CHORD Sheathed or &0.14 oc purlins, except end vedloMs. BOTCHORD Rigid ceiling directly applied or 9-5-1 oc bracing. WEBS 1 Row at micipt E -F, C -G, D -G MiTek recommends that Stabilizers and required moss b-sdng be installed dutllp truss erection in accordance with Stabilizer Installai guide NOTES - 1) Wind ASCE 740; Vuk=115mph (3 -second gust) V71RC2012)=91mph; TCDL=4.2psC BCOL=4.2psb h=258 Cal. 11; Exp C; enclose) MWFRS (envelope) gable end zone; candever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. - 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3F tall by 240 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Refer to girder(s) for Was to truss connections. 6) Provide mechanical connection (by others) of Was to hearing plate capable of withstanding 1001b uplift at Joints) except (t=1b) F=309, A=115. 7) This truss is designed in accordance with the 2012 lntemational Residential Code sections 8502.11.1 and R802.10.2 and referenced standard ANS17fPl 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member antl fixity model was used in the analysis and design of this miss. LOAD CASE(S) Standard Job Truss Truss Type 17-079492T Al2 Roof Spacial DMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402 56-12 5-6-12 11-1-9 5-6-12 _py .Fl 1 Iii 84-3 14.0-241. I1-1:6.3-1 LOADING(psf) SPACING Miff CSI. DEFL in (loc) Udell Ltd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.34 Ven(LL) -016 G -H 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Ved(TL) -025 G -H 1969 240 BCLL 0.0 ' Rep Stress Incr VES WS 0.59 HorzQy 0.03 F rda Na BCDL 70 Coda IRC2012/rP12007 ! (Malnx) Wnd(LL) 006 A -H >999 240 Weight: 135 lb FT=20% _ ______ LUMBER- BRACING. . TOP CHORD 2x4 OF 1800F 1.6E or 2x4 DF N0.1&Bit or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 54-14 oc purlins, except end ver8cals. BOT CHORD 2x4 OF 1800E 1.6E or 2.4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 9S1 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF No.1&Bit or 2x4 DF -N 1800F 1.6E'Except' WEBS 1 Row at mIdpt E -F, C -G, D -G WS'. 2x4 DF StuN3ld rMffek recommends that Stabilizers and required cross bracing be inslelletl Tudrg truss Motion in accordance with Stabilizer Installation guide. REACTIONS. (Ibx H. F=I57(LC chanical, A=1006/Mechanicel Max HOR F=-309 C 8) Max UpliftF=-309(LC 8), A=-115(LC e) FORCES. (Ib) - Max. Comp./Max. Tan. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-0482/142, B.0=-1200/154, C -D=-093/53, GE= -298199, E -F=.989/312 BOT CHORD A.H=493/1184, H-1=3021752, WJ -302/752, (3-J=-302852 WEBS B -H= -399/237,C -H=-130/564, GG= -743/332, E -G=-371/934 NOTES- ' 1) Wind: ASCE 7.10; Vult=115mph (&second gust) V(IRC2012)=91mph; TCDL=4.2psb BCDL=4.2psY h=25ft; Cat. 111 Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed Lumber DOL=1.33 plate gnp DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 21 on the bottom chord In all areas where a rectangle 36-0 fall by 2-0.0 wide will fit between the bottom chord and any other members, with SCOL = 7.Opsf. 5) Refer to girders) for truss to muss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ol=1b) F=309, A=115. 7) This truss is designed in actxrdance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIrIPI 1. 8)' Semkngid pilchbreaks with fixed heels' Member end exiry model was used In the analysis and design of Nis truss. LOAD CASE(S) Standartl JOE 'Truss - _Truss Type .Ctry .Pty - ._f_ - 17.079492T A13 Roof Special 1 1 -_.. _ _ __ �_- I Job Reference lwlionall iI�BMCWEST (IDAHO FALLS), IDAHOFALLS, ID 83402 - - Run;8.000 s Jul 152016 Print:8.000 s Jul 152016 MRek Industries, Inc. Thu Jul 2709: 31.422017 D:2md 168ho31EhrGBYft5LFgylukw.K%HOi g2klifP7XoUByMTKmpW4Juj34ydekMe 1 355 _Q 2Q 88-0 _ 12-10-0 13.6r8 16-85 20-g-0 a ,.. 3_-5-8 4-2-p- 12-10..0__.- 15-6,8 16-B5 20-9-0 5 -8 0-8-8 B-8-0 5 3-1-13 4-0-11 Plage Offsets (%Y}.. [A:D390.787, [C 0-3-0,0.3-0],[G:0.64,0-2-0], IK.0-2-B,EdgeJ fN0-2-8 Etlgel - - --- - LOADING(psf) SPACING 2-0-0 CSL DEFL. in (Ice) Well Ud PLATER GRIP TCLL 350 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -018 L -M >999 360 MT20 2201195 TCOL 7.0 Lumber DOL 1.15 BC 0.38 Vert(TL) -039 L -M 1628 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.45 Horz(TL) 0 08 1 r✓a We BCDL 7.0 Code IRC2012JTP12007 (Matrix) - Wni 0.07 L -M >999 240 Weight: 179 Ib FT=20% LUMBER. BRACING. TOP CHORD 2x4 DF 18DOF 1.6E or 2x4 OF No.18Bb or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-6-12 oc pudins, except end veNcals. BOT CHORD 2x4 DF 1BEEF 1.6E or 2x4 DF No.1agar of 20 DF -N I 800 1.6E BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 2x4 DF 1BEEF 1.6E or 2x4 OF No.18Btr or 2x4 DF -N 1800F 1.6E'Excepl' WEBS 1 Row at midpt H -I, F -K, FJ, G-1 W1/,W10,W9.WB,W1: 2x4 DF StuN51d to Tekrewmri ndsdat$tabilizersentl requiredcross Gadngbeinstslledl-oorg REACTIONS (blsize) 1=1WMMechanical A=1006/Memani 1 i_ truss erection. In accordance with Stabilizer lnslallationguide. _ rice Max Him A-057(LC 8) Mex Upiifll=-309(LC 8), A=-715(LC 8) FORCES. (Ib) - Max. Comp./Max. Tan. -All forces 250 (lb) or lass except when shown. TOP CHORD A.B=-16301179, B -C=-1573/234, GD= -1987/461, D -E=-882/119, E -F=.7727182, F -G={09/81 BOT CHORD A -N=553/1281, WN= -87212201, L -M=-041/1018, K -L=.225652, YK=-205/516, J-0=703/290, L0=-1031290 WEBS C -N=-1329486, C -M=-281/944, D -M=-342/887, D -L=-5941297, F -L=-000/1081, F-K=.35WlO9, FJ= -723/324, GJ= -255762. G4=-8 7013 11 NOTES. 1) Wind: ASCE 7-10; Vufl=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2ps/; BCDL=4.2psf; h=25f1; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plata grip MOSS 2) Provide adequate drainage to prevent water ponding. 3) This truss has been designed for a 10.0 psf bottom chord live Iced nonconcunent with any other live bads. 4)' This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3.60 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 7.0pef. 5) Refer to girder(s) for house to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Is uplift at joints) except (8=Ib)1=309, A=115. 7) This Uuss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI) TPI 1. 8)'SemFngid pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job 'Tross 'Truss Type Oty Pry 17.079492T A14 'Roof Special 2 1 BMC WEST (IDAHO FALLS),IDAHOFALL5. ID 83402 - -- -- - Run: 0000 s Jul 15 2016 1 3-5-6 _.. A-01_ - _4-0-8 _-/- ._. 4-0-8 _ .- 113-6-a _ j_6-8 3 A n wp , �1 m I§ 3-58 4 -5 -If 12-6-8 _ �-6@. 16-&6_. _:.. 20-9_0_ 3-5-8 1-0-0 8-1-0 1-0-0 3-1-18 4-0-11 Plate Offsets (X Y)-.(A0.0.11,0.04J, jC:0.3-0,43-07, [G0-64.0-2-0], [K:D-2-e,Etlge7, (N O.28 Edgej LOADING (Pat) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TO 0.24 i Ved(Lj -014 L -M 999 360 W20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.34 Vei 033 L -M 747 240 BCLL 0.0Rep Stress Ina YES WB 0.44 Horz(TL) 009 1 Na Na BCDL 7.0 Code IRC2012/fP12007 i (Metrix) Wind(ILL) 008 L -M >uvv 240 Weight: 178lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1,8E or 2x4 OF No.t&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 4-510 oc purlins, except end verticals. BOT CHORD 2,4 DF 18WF 1.6E or 2x4 OF No.t&Btr or 2x4 DF -N 1800E 1.6E BOT CHORD Rigid ceiling directly applied or 6.915 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 DF No. 1&Btr or 2x4 DF -N 1BODF 1.6E'Except' WEBS 1 Row at midpt H -I, F -K, FJ, G-1 WI 1010,W9,W8,W7: 2,4 OF Stud [ Tekrecommends that Stabilizers and required cross bracing be installed during Wss enaction. In accardance with Stabilizer lnsta tat on guitle REACTIONS. (Ibrsize) 1=998/Mechenical, A=998/0.58 (min. 0-1.8) Max Hoz A=157(LC 8) Max Up1iftl 3W (LC 8), A=-112(LC 8) FORCES. fib), Mex. Comp.110i Ten. -All forces 250 (lb) or less except when shown. TOP CHORD A -B=-15711171, B -C=-1601/234, C -D=-2076/528, D.E=-924/137, E -F=-832/201, F -G> NIB0 BOT CHORD A -N=-544/1211, %N=-965/2312, L -M=-063/1059, K -L=-244/68, J -K=-204/507, J -O=-1031288.1-0=-1031268 WEBS C-N=44731568,C-M=-3211967,D-M=-392/953,0.L=-599/303,F-L=MO/1127, F-K=-3831143,F-J=-703I320,G-J=-256/750,Gd=A63/310 NOTES - 1) Wind: ASCE 7-10; Vult=115mph (9semnd gust) V(IRC2012)=91mph; TCDL=4.2psF BCOL=4.2psh h=25fl; Cat 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exacted ;Lumber DOL=1.33 plate grip DOL=1.33 2) Provide adequate drainage to prevent water ponding. 3) This Wss has been designed for a 10.0 psf bottom chord live load nonconcumpt with any other live bads. 4)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Refer to girders) for truss to truss connections, 6) Provide mechanical connection (by others) of true to bearing plate capable of withstanding 100 to uplift at joints) except Ut=lb)1=308, A=112. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.1 1.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Wss. LOAD CASES) Standard Job Truss Truss Type 17.0794927 iA15 Roof Spacial BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 'Oty Ply 2 1ii LOADING(psf) SPACING 240.0 CSI. TOLL 35.0 Plate Grip DOL 1.15 TC 0.24 TCOL 70 Lumber DOL 1.15 BC 0.35 BCLL 00Rep Sbess Ina VES WB 0.45 BCDL 70 Code IRC20127FP12007 (Matrix) LUMBER - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 OF No.1&Btr or 2x4 OF -N 1800F 1.8E BOT CHORD 2x4 DF 1BOOF 1.6E or 2.4 DF No. Mir or 2x4 DF -N 1800F 1.6E WEBS 2x4 DF 1800F 1.6E or 2x4 OF No.I&Btr or 2x4 DF -N 1800F IBE 'Except* W11,W1O,W8W8,W7: 2x4 DF Stud/Sid REACTIONS. (Ib/size) 1=10061Mechanical.A=1006/MechaniwI Max Hoa A=457(LC 8) Max Upliftl=-309(LC 8), A=-115(LC 8) DEFL in (loc) Mail L/d PLATES GRIP Veri(LL) -0.15 L -M >999 380 MT20 220/195 Vert(TL) -0.33 13-6-B 16-8-5 20-9-0 1 No Na 1-0-6 3-1-13 _ _ _ 4-0-11 1 BRACING- _ DEFL in (loc) Mail L/d PLATES GRIP Veri(LL) -0.15 L -M >999 380 MT20 220/195 Vert(TL) -0.33 L -M >742 240 Horz(TL) 0.10 1 No Na Wni 0.08 LM >999 290 Weight: 178 lb FT=20% BRACING- _ TOPCHORD Sheathed or 4+9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or &M oc bracing. WEBS 1 Row at midpt H-1, F -K, FJ, G-1 MiTek recommends that Stabilizers and required class bracing be installed during Was erection. In accordance with Stabilizer Installation guide FORCES. (Ib) -Max. Coni Ten. -All forces 250(Ib) or less awepiwhen shown. TOP CHORD A -B=-16261178. B -C=1580/245, C -D=.2152/53], D -E=-935/139, E -F=-842/202, F -G=-407/80 BOT CHORD A -N=-652/1277, %N=-975/2401, L -M=465/1080, K -L=.246/672, J.K=-204/514, J -O=-103/290, 1-0=-1031290 WEBS C -N=14]81567, C -M=-323/979, D -M=-400/1019, D -L=-618/305, F -L=-442/1146, F -K=38]1143, FJ=7141321, GJ= -257!759, G -I=-8]1/311 NOTES. 1) Wind: ASCE 7.10: Vult=115mph (3-secork gust) VQRC2012)=91mph; TCDL=4.2ps1; BCDL=4.2p f. 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) Provide adequate drainage to prevent water poll 3) This truss has been designed for a 10.0 bid bottom chord live load nonconcum nt with any other live loads, 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-5-0 tall by 240 wide will R between the bottom chord and any other members, with BCDL = 7.0psf. 5) Refer to girders) for truss to buss connections. 6) Provide mechanical connection (by others) of tures to beating plate capable of withstanding 10016 uplift at joints) except Otzlb)1=309, A=115. 7) This buss is designed in accordance with the 2012 International Residential Cade sections R502.1 IA and R802.10.2 and referenced standard ANSI7rPl 1. 8) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss, LOAD CASE(S) Standard Job Truss _ Tmss Type- - _Qty -ply X17 -079492T Wi Roof Spedal 3 1 -_- _. Print. Reference 15201 all Inc.BMC WEST (IDAHO FALLS) IDAHO FALLS, ID 03402 Ron: 8.000s Jul 152018GBY 5LF sJul 152016SM4 Industries, ThuJul M ZHX ID:2mtl i 68ho31EhrGBYftSLFgytukw-GJPBSM4_HJv7MryIFNPzPBunM7ZHk 6-1-8 12-3-0 17-8-8__ _ 24-8-0 -1- _._'__ _____ _- 6-1-8 61-8 __. I-. 538 . .�-.- 8-11-8 � 9-0-0 _.. .. .17_8 8 _ __ _ 1�-0-0 24-6-0 - - 8.68 0-5-8 6.6-0 _ _ _ Plate Offsets (X,Y)- IAD 1-O Edgel IB:04.00.3-4�,jDAd-O Edge11F.0-3-0.0-2-a1 __ _ LOADING (pi SPACING. 2p0 CSI. DEFLin fee, (dell Ud PLATES GRIP TOLL 35.0 Plate Grip DOL 1.15 TC 0.59 Ven(LL) -0.17 A -G 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Veri -0.37 A -O >563 240 BCLL 0.0Rep Stress Inter YES WB 0.82 Hoa(TL) 0.09 F Na Na _ BCDL 7.0 Code IRC2012/FPI2007_ (Matrix) Wnd(Ly 0.09 A -G >999 240 Weight: 112 lb FT=20% I - LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 OF No. 18Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 4-10.12 be puriins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No. 1&Bb or 2.4 DF -N 1800E 1.6E BOT CHORD Rigid wiling directly applied or 6-0-0 uc bracing. WEBS 1<4 DF 1800F 1.6E or 20 DF No. i BBV or 2x4 DF -N 1800F 1.6E'Exioi MiTek recommends chat Stabllizere and required cross bracing be Installed during Al 2x4 DF SIudlSld Wsa erection is accordance with Stabilizer Installation guide. REACTIONS, (Ib/size) A=71110 -5A (min.0-1-8),F=1667/0.6-8 (min. 04-12) Max Hoa A=270(LC 5) Max UplifIA=-130(LC 8), F=-280(LC 9) Max GravA=753(LC 19). F=1667(LC 1) FORCES. (lb) - Max. Comp/Ml Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=45351387, B -C=-10751293, C -D=6811227, D -E=-1081832 BOT CHORD A -G=-41411264, F -G=4031209, F -H=-3281176, E -H=-328/176 WEBS B -G=-4591336. C -G=-215/685. UG= -109!785. D -F=43771257 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vu11=115al (3 -second gust) V(IRC2012)=91mph; TCDL=4.2p f, BCDL=4.2mf,, h=25ft; Cat. II; Exp C; enclosed; MFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL- 1.33 plate grip DOL- 1,33 3) This truss has been designed for a 10.0 psf carbon chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20 Opsf on the bottom chord In all areas where a rectangle 3.60 tall by 2.0.0 wide will ft between the boftom chord and any other members, with BCDL = 7.0psf. 5)Bearing at loinb(s) A considers parallel to grain value using ANSL/rPl t angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of muss to Waning plate capable of withstanding 100 to uplift at joints) except Qt=1b) A=130. F=280. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7riol 1. 8) "Semi-rigid pibchbreake with fixed heels' Member end fixity model was used in the analysis and design of this bass. LOAD CASE(S) Standard Jab - �Tmss - -'Those Type 17-079492T B02 Roof Special _._.__ _. _— BMb WEST (IDAHO FALLS), IDAHO FALLS, ID 03402 �01y-Ply__.. 4 12-3-0 &16 - r _ 18-PO5-9-0 _ - - 9-0-0 _ 1B-0.0 9-0-0 9-0-0 Plate Offsets (X,Y)- )A;G14,0.0-T], IB:04-0,0.3-0), (F:03 -13,0-2-a). LOADING (Pat) SPACING- 2-0.0 CSL DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.58 Verl(LL) -021 E -F -999 350 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Ved(TL) -0.43 E -F >493 240 BCLL 0.0Rep Stress lna YES W8 0.40 Hoa(TL) 0.14 E n/a nna BCDL 70 Code IRC2012/TPI2007 (Matrix) Al 0.12 A -F >999 240 Weight: 96 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 18WF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheatheicr4-36ocpudins, excepterldveNcals. I BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.1&BVor2x4DF.N18WFI.6E BOTCHORD Rigid ceiling directlyapplied oro`.11-15oc bracing. I WEBS 2x4DF180OF1.6Eor2x4DFNo.i&Btror2x4DF-N1800F1.6E'ExcepP WEBS 1Raw at midpt C -E W$W4; 2x4 DF SIudlSld MiTek recommends that Stabilizers arid reciulred cross breGng be Installed dudng Wss erection In accordance with Stabilizer Installation guide. Ho REACTIONS. (Ib Maxx Ho A=872/Mechanical, E=872IMeWaniwl rs A=317(LC 8) Max UpIifIA=-123(LC 8), E=-206(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 fib) or less except when drown. TOP CHORD A -B=-18811522, &C=1416/428, D -E=-2571171 BOTCHORD A-F=66711491,E-F=-1391486 WEBS B -F=-0591335, C -F=426/1205, C -E=-847/243 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (&second gust) V(IRC2012)=91 mph; TCDL=4.2ps1; BCDL=4.2psf; h=25X; Cat. II; Exp C: enclosed; MFRS (envelope) gable and zone; cantilever left and right exposed! Lumbar DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom choM live load noncencument with any other live loads. 4)' This truss has been designed for a live load of 20,l on the bottom chord in all areas where a rectangle 360 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to from conn ions. 6) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 100 lb uplift at lointis) except Qt=lb) A=123, E=206. 7) This tress is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semirigid pitchbraaks with fixed heels" Member end fixity model was used in the analysis and design of this Ibis. LOAD CASE(S) Standard 1, 9-0-0 _ 1B-0.0 9-0-0 9-0-0 Plate Offsets (X,Y)- )A;G14,0.0-T], IB:04-0,0.3-0), (F:03 -13,0-2-a). LOADING (Pat) SPACING- 2-0.0 CSL DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.58 Verl(LL) -021 E -F -999 350 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.43 Ved(TL) -0.43 E -F >493 240 BCLL 0.0Rep Stress lna YES W8 0.40 Hoa(TL) 0.14 E n/a nna BCDL 70 Code IRC2012/TPI2007 (Matrix) Al 0.12 A -F >999 240 Weight: 96 lb FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 18WF 1.6E or 2x4 DF No.1&Btr or 2x4 DF -N 180OF 1.6E TOP CHORD Sheatheicr4-36ocpudins, excepterldveNcals. I BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.1&BVor2x4DF.N18WFI.6E BOTCHORD Rigid ceiling directlyapplied oro`.11-15oc bracing. I WEBS 2x4DF180OF1.6Eor2x4DFNo.i&Btror2x4DF-N1800F1.6E'ExcepP WEBS 1Raw at midpt C -E W$W4; 2x4 DF SIudlSld MiTek recommends that Stabilizers arid reciulred cross breGng be Installed dudng Wss erection In accordance with Stabilizer Installation guide. Ho REACTIONS. (Ib Maxx Ho A=872/Mechanical, E=872IMeWaniwl rs A=317(LC 8) Max UpIifIA=-123(LC 8), E=-206(LC 8) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 fib) or less except when drown. TOP CHORD A -B=-18811522, &C=1416/428, D -E=-2571171 BOTCHORD A-F=66711491,E-F=-1391486 WEBS B -F=-0591335, C -F=426/1205, C -E=-847/243 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (&second gust) V(IRC2012)=91 mph; TCDL=4.2ps1; BCDL=4.2psf; h=25X; Cat. II; Exp C: enclosed; MFRS (envelope) gable and zone; cantilever left and right exposed! Lumbar DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom choM live load noncencument with any other live loads. 4)' This truss has been designed for a live load of 20,l on the bottom chord in all areas where a rectangle 360 tall by 2.0.0 wide will fit between the bottom chord and any other members. 5) Refer to girders) for truss to from conn ions. 6) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 100 lb uplift at lointis) except Qt=lb) A=123, E=206. 7) This tress is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8) "Semirigid pitchbraaks with fixed heels" Member end fixity model was used in the analysis and design of this Ibis. LOAD CASE(S) Standard Job Truss 17-079492T 803 BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 09402 Truss Type - Scissor 6-1-8 12-3-0 s18 ei_8 �Qty_ .ply 1 Job Reference (optional) Run:8 000 s Ju1152016 Fort 8.000 s Jul 15 2016 MITek lndu W.-, Inc Th Ju127 09:31:61 2011 Page 1 ID:2md/68ho31EhrG8Yft5LFgytukw-GJP8SM4_HJv7Mty1FNPXPBunb7Y0X?Cv62d6kyluSfv) 18-0.0 ..._..590__- LUMBER- BRACING- , TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.l&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 4-345 oc purlins, except end veNcals. BOT CHORD 2x4 OF 1800F 1.6E or 2.4 OF No.1&Bb or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF NaA&BV or 2x4 OF -N 180OF 1BE•Except' WEBS 1Row at midpt C -E W304: 2x4 DF StudlStd -M iTek recommends that Stabilizers ind required cols bredrg be Insttalletl during REACTIONS. (Ib/eiza) A=872JMechanical, E=872/Mechanicat -Iru_ss erection I`aaoNancewiNSWblllzerinslallation guide - Max Holz A=317(LC 8) $�': Max UpliflA=-723(LC 8), E=-206(LC e) 9-0-0. 18-0-0 9-0-0 9.0-00] Plate OMsets-12M)- [13:0-0-0.0.3-0J [F 0-3=13,¢2 8 - - - - '--'- --- '---- 035.0 SPACING- 2-0.0 CSI T___ DEfL. In (lac) Vdafl IJtl PLATES GRIP FLA MILLLOA TCLL 35.0 Plate Gnp DOL 1.15 TC 0.58 Vad(LL) .0.21 E -F 1999 360 220/195 TCDL 7.0 1 Lumber DOL 1.15 BC 0.43 Ved(TL) -0.43 E -F 1493 240 BCLL 0.0 ' Rep Stress Inv VES WE 0.40 Horz(Tly 0.14 E Na No BCDL_ 7.0 Code IRC2012(TP12007 _ -__ (Metrix) Wnd(LL) 0.12 A -F >999 240 Weight: 981b FT=20% LUMBER- BRACING- , TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.l&Btr or 2x4 DF -N 1800F 1.8E TOP CHORD Sheathed or 4-345 oc purlins, except end veNcals. BOT CHORD 2x4 OF 1800F 1.6E or 2.4 OF No.1&Bb or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 7-11-15 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 OF NaA&BV or 2x4 OF -N 180OF 1BE•Except' WEBS 1Row at midpt C -E W304: 2x4 DF StudlStd -M iTek recommends that Stabilizers ind required cols bredrg be Insttalletl during REACTIONS. (Ib/eiza) A=872JMechanical, E=872/Mechanicat -Iru_ss erection I`aaoNancewiNSWblllzerinslallation guide - Max Holz A=317(LC 8) Max UpliflA=-723(LC 8), E=-206(LC e) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A.B=-18811522, B -C=4416/428, D -E=-257/171 BOTCHORD A -F= -667/1491,E -F=-1391486 WEBS B -F=4591335, C.F=-02611205, C -E=-8471243 NOTES - 1) Unbalanced roof live bads have been considered for this design, 2) Wind: ASCE 7-10; Volt= 115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psg h=25X; Cat II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and night exposed ; Lumber DOL=1 33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 led bottom chartl live load nonconanenl with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-60 tall by 240 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 D Its uplift at joings) except gt=lb) A=123, E=208. 7) This boss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 8) "Semi-rigid pitchbreaks with fixed heals' Member and fixity model was used in the analysis and design of this moss. LOAD CASE(S) Standard Job Truss Truer Type Oty Ply 17-0794927 col Common Girder 1 G q LLS, _ - :Job Referencal� BMC WEST (IDAHO FALLS). IDAHO FA1063402 - - - - - - _ _ Run: 8,000s Jul 152016 Print 8.000 s Jul 1' ID:2md l68ho31 EhrG8Yft5LFgyluW 16-5-0 i 254 4A-04 Hct 65-0I 8- f0-64 12-3-0 14-54 161-0 1800 ~2-54 1-1-1 20-0 2:6:6 -1-9-12 2-224 1-6-12 044 mit 1-3-12 a �1 o u i am rz nn � r.e Yrs knn I I I 1054_ 12-3-0_ _ 14.54 1654 ie -6 t 2P0 1 412 7 2-24 + 2401-6-12 — l' LOADING s SPACING. 2- IP 0 D-0 CSI in (hoc) behalf999 PLATES GRIP TCLL 35.0 Plata Grip DOL 1.15 TC 0.80 Ver Ver-TTQ -0.12 60 R >999 360 MT20 174/154 TCLL 15.0 Lumber DOL 1NO � 0.42 -0.19 R > 240 Mf20HS 165/146 BCLL 0.0 ' Rep BVess Incr NO '., WB 0.88 WI Hom(TL Hoa(TL) 0.03 We M We Na eCDL 7.0 Code IRC2012/fP12007 (Matrix) Wrd(Ly 0.08 R >999 240 Weight: 523111 FT=20% LUMBER. BRACING - TOP CHORD 2x4 OF 1800F 1.8E or 2x4 OF No. 1&Btf or 2x4 DF -hl 1811 .i TOP CHORD Sheathed or 5-3-09c outline, except end verticals. BOT CHORD 2x6 OF 1800E 1.6E or 2.6 DF SS BOT CHORD Rigid ceiling directly applied or 109-0 oc bracing. WEBS 2x4 DF Stud/Std'Except' WEBS 1Row at mIdpt K -M W8:1 -1/2'x 11.7/8' VERSA-LAN792.0 2800 OF, W1: 2x10 DF 195OF 1.7E a 2x10 OF $5 W4,W5,W2, W6,W3,VJ9,W7:2x4 DF 180OF 1.6E or 2x4 OF No. 1&Btr or 2x4 OF -N 1800F 1.8E REACTIONS. (Ib/siae) A=5754/Mechanica1, M=5194/Mechanlcel Max Hoa A=308(LC 8) Max UpliftA=-1638(LC 8), M=-1540(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-7072/1976, B -C=403912060, G -D=-6037/1741, D -E=-5483/1592, E -F=459111373, FG=3515I1096, G -H=.27851928, H -I=-26081876, W=-313811001, J -K=-1/211406 BOT CHORD A -W=-1773/5354, V -W=-1773/5354, U -V=.1614/494$ T -U=-1614/4948, S -T=-1614/4948, R -S=-1335/4142, Q -R=-1104/3478, P -Q=82512670, O -P=-071/1583, N-0=471/1583, WN= -35211183 WEBS F -R=-1100/3345, H -P=-1013/2885, C4=-349/919, D -T=42811344, ES=69812153, D -S=-1689/585, E.R=.1896/660, G -Q=-9332816, F -Q=2945/1016, G -P=-2564/897, 1-0=-746/234, I -P=489/2257, K -N=-1512/5096, J -N=-2798/832, K -M=5535/1645 NOTES. 1) 2 -ply tress to be connected together with 10d (0.131N3") nails as follows: Top chords connected as follows: 2x4 -1 ran at D-7-0 co. Bottom chords connected as follows: 2x6 - 2 rows staggered at 04-0 oc. Webs connected as follows. 20 -1 row at 0-9-0 be, 1 12 x 11 718.3 rows staggered at 0-9-0oc, 2x10 - 2 rens staggered at 0.9.0 oc. 2) All leads are considered equally applied to all plies, except if noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (&second gust) V(IRC2012)=91mph; TCDL=4.2psf', BCDL=4.2psh h=2511; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end wine; cantilever left and right exposed. Lumber DOL=1 33 plate grip DOL=1.33 5) All plates are MT2D plates unless ofhenwise ins icated. 6) This /mss has been designed for a 10 0 par bottom chard live load nonconcurent with any other live bads. 7)' This truss has been designed for a live load of 20 9psf on the bottom chord in all areas where a rectangle 3- O tall by 2-00 wide will fit between the bottom chord and any other members. 8) Refer to girders) for truss to truss connections. 9) Provide metal plate or equivalent at beadng(s) M to support reaction shown. 10) Provide mechanical connection (by others) of /mss to bearing plate capable of withstanding 100111 uplift at joinf(s) except Ot=Ib) A=1638, M=1590. 11) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIV'PI 1. 12) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this Was. 13) Hangers) or other connection device(s) shall be provided sufficient to support concentrated loads) 997 Ib dawn and 318111 up at 05.4. 992 lb down and 323111 up at 2-54, 992111 down and 323111 up at 4-5-0, 992 He down and 323 He up at 654, 992 He down and 323111 up at 65-0, 992111 down and 323 He up at 105-0, 992 he dam and 323111 up at 12.64, and 984 Ib down and 322111 up at 14-54. and 984 H0 down and 322111 up at 16-54 on bottom chord. The desi inf election of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard i) Dead. Roof Live (balanced): Lumber Increase=1.15, Plate Inimase=1.15 Uniform Loads (p10 Vert: A -H=-100, H-1-=-1 00, A.M=14 Concentrated Loads (lb) Vert: R=-992(B)P=-992(B)V=-992(8)7=-992(8)S=-992(B)Q=-992(8)0=-984(B)N=-984(B)W=-997(8) Job Tiuss Tensa Tp, 17-079492T 001 Common BMC WEST (IDAHO FALLS), IDAH0 FALLS, 10 8]402 -2-0-0 2-0-0 - 8-3-0 12$0. 6-3-0 Ory iFM U a _..___. 84-0 16-8-0 _-25-0-0. 8-0-0 84-0 -8A-0 _ _ Plate Chisels(X V) -_]B a3-941.8),LO_4.O,EdpeJ, [F:0-3-9,0-1-8], [0:0-3 0,0-34], (H030,0 -3-4j___ LOADING(psQ SPACING- 2-0.0 1 CSL DEFL. in floc) goal Vd PLATES GRIP TCLL 35.0 1 Plate Grip DOL 1.15 TC 0.48 Ved(LL) -0.20 G H >999 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 BC 0.40 Ved(TL) 028 G -H >999 240 'BCLL 0.0' Ill Rep Suess lncr VES WB 0.26 Hom(TL) 005 F Na Na BCDL 7.0 Code IRC2012UTP12007 I (Matrix) Wind(LL) 007 FG >999 240 Weight: 1151b FT=20% LUMBER. BRACING- TOPCHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 4-8-12 oc pudins. BOT CHORD 20 OF 1800F 1.6E or 2x4 OF No. 1&8b or 2.4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 1-0.0 ec bracing. WEBS 1,4 DF 1800F 1.6E or 2x4 OF No.%8tr or 2.4 DF -N 1800F 1.6E'ExcepP MiTek recommends that Stabilizers and required am bracing be installed during W2:2x4 OF Stool trusserection inaccordancewithStabilizer Installation auitle REACTIONS. (Iblsize) F=1193/0.5-8 (min.0-1-8). B=1406145-8 (min.0.1-8) Max H.8=242(LC 5) Max UpIifIF=-214(LC 9), B=-2811LC 8) FORCES. (Ib) - Mex. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-17501294, C -D=-15151357, D -E=-15461375, E -F=-17771311 BOT CHORD B -H=.29611365, H -1=-811883,1.J=-811883, G -J=-811883, F -G=-16611358 WEBS D -G=-2781688, E -G=-4761288, D -H=-1951642, C -H=4521277 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf, h=25fi; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever Iefi and right exposed Lumbar DOL=1 33 plate grip DOL=1.33 3) This rose has been designed for a 10.0 psf WU= chord live load nonconcument with any other live bads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-64) fall by 2-0.0 wide will ft between the Whom chord and any other members, with BCDL = 7.0psf. 5) Provide machanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except Ot=I6) F=214, 8=281. 6) This Wss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. 7) "SemFrigid pitchbreaks with (iced heels' Member antl fixity model was used in the analysis and design of this Wss. LOAD CASE(S) Standard IJob - Truss -- 'Trusslypa 1]-0]949211` 1002 Common BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 03402 -2-0-0 126-0 2-0-0 -- - 12-6-0 1 B Q -- --_ 25.0-0 Plate ORsetslX Y} TB:P2-0 0.1 87, f40-3-0,0 3-4],[0:0-2-0,0-1-8j LOADING(psf) SPACING- 2.0.0 CSL DEFL. in (loc) Well Vd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Ved(LL) -0.00 A Nr 120 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.12 Ved(TL) -0.02 A Nr 120 BCLL 0.0Rep Stress Ina YES WE 0.16 I Hore(TL) 0.01 O rVa Na BCDL 7.0 Code IRC2017JTP12007 (Matrix)` Weight:146Ib FT=20% _. _.-___.__-_- --_ ___".___1_---- _ LUMBER- BRACING - TOP CHORD 2x4 DF 18WF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.8E TOP CHORD Sheathed or 6-0-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF Fri or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 160-0 co bracing. OTHERS 2x4 DF Slud/Std'Except' WEBS 1Row at midpt I-V ST& 2x4 DF 180OF 1.6E or 2.4 DF No.i&BU or 20 DF -N 1800F 1.6E rMiTek recommends that Stabilizers and required cross 6recing be Installed during REACTIONS. Allbwdngs25-0-0. mss erection in accordance with Stabilizer Installation guide. (lb)- Max Hort B=243(LC 5) Max Uplift All uplift 1001b or less at joint(s) 0, B. W, X. Y, Z, AA, U, S, R. Q except P=A 15(LC 9) Max Grav All reactions 250 lb or less at joini(s) O, V, W. X, Y, Z, AA, U, S, R. Q except B=381 LC 1), P=259i 20) FORCES. (lb) - Mm. Comp./Max. Ten, -All forces 250 (10) or lass except when shown. NOTES - 1) Unbalanced roof live loads have been consideretl for this design. 2) Wind; ASCE 7-10; Vul1=115mph (&second gust) V(IRC2012)=91 mph: TCDL=4.2psF BCDL=4.2psq h=25ft; Cat. II; Exp C; enclosed MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL -133 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI71'PI 1. 4) All plates are 1.5x4 MT20 unless otheovise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-60 oc. 7) This truss has been designed for a 1(10 Pat bottom chord live load nonconcurrenl 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) 0, 8, W, X, Y, Z, AA, U, S. R. Q except jt=1b) P=115. 10) This truss is designed in aaordance win the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPl 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member antl fixity model was used in fine analysis and design of this buss. LOAD CASE(S) Standard Job Truss 17.0794927 D03 BMC WEST (IDAHO FALLS)IDAHO FALLS. ID 03402 2-0-0 . 2-0-0 _ Truss Type _ _. _ _ _ -----Qty- _ _ .�Pl Common Supported Gable .1 1 6-3-0 126.0 18-9-0_ _ 25-0-0 _ 6-3-0 6-3-0 -� -- - 6-3-0 6-3-0 - —� 2 B'4-0 ;. ._.. 16-8-0 _..--..._._.._� _ 25-0-0 8-4 8-0-0 8-0-0 Plate,OHsetsfX V}_L:P3-9 U7$J, (C_0 -0A Edae),JF:0.3-9,0-1-81BJ,100-3U,a]dJ, (H0 3A 0-34J LOADING(psQ SPACING- 2-60 CSI DEFL in floc) been Ltd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TO 048 Ve(t(LL) -020 G -H 499 360 MT20 220/195 TCDL 7.0Lumber DOL 1.15 BC 040 Veh(TL) -028 G -H >999 240 BCLL 0.0' Rap Stress lncr VES WB 026 1 Hong(TL) 0.05 F n1a Na BCDL 7.0 Code IRC2012fTP12007 (Mai Wndl-L) 007 F -G >999 240 _ Weight: 1151b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 180OF 1.8E or 2x4 OF No.t&BV or 2x4 DF -N 180OF 1.8E TOP CHORD Sheathed or 4-6-12 oc pudins. BOTCHORD 2x4 DF 180OF 1.6E or 2x4 OF No. Me, or 2.4 DF -N 1800F 1.6E BOTCHORD Rigid ceiling directly applied or 10.0-0 or, bracing. WEBS 2x4 OF 180OF 1.6E or 2x4 OF No. 1&BV or 2x4 DF -N 1800F 1.6E 'Except' MiTek recommends that Stabilizers and required cross 6 -racing be Installed dutlrg W2: 2x4 OF Stud(Std truss erection,. in accordance with Stabilizer lnstallatipn aide____ REACTIONS. (Ib/size) F=1193/0-5-8 (min. 0-1-8), 8=1406/0-5-8 (min. D-1-8) Mex Herz 6=242(-C 5) Max UphftF=-214(LC 9), B=-281(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or lass except when shown. TOP CHORD B -C=-17501294, C -D=-1516/357. D -E=-15461375, E -F=-17771311 BOTCHORD B -H= -29N1365. H-1=-811883, IJ= -81/883, GJ=81/883, F -G=-166/1358 WEBS DG= -218/688, E -G=-47628$ D -H=-095/642, C -H=4521277 NOTES. 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vufl=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2ps1; BCDL=4.2psq h=25fi; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate Ship DOL=1.33 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcament with any other live loads. 4)' This buss has been designed for a live lead of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.60 wide will fit between the Whom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 1001b uplift at joint(s) except (h=lb) F=214, B=281, 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TP11. 7) "Semirigid pitchbreaks with fixed! heels" Member end fixity model was used in the analysis and design of this Was. LOAD CASE(S) Standard Job Truss -Truss Type -City.. .Fly i. 17.0794927 004 COMMON GIRDER It 3 JobR BMG W EST (IDAHO FALLS), IDAHO FALLS, ID 83402R s Jul 15 2016 Prat 0.( -2:0-0_._ 3-1-8 6-3-0 93-8 15-7_8 _. 1._ 20-10-0�_ _. _ 5-2-8 12-8-0 15-7-8 - 18-9-6 2-0-0 3-1-8 F PLATES GRIP 3-1-8 -0.22 N-0 >999 360 W20 220/195 Ved(TL) 435 N-0 >850 240 Horz(TL) 0.06 J Na Na Wnd(LL)_0.13 N-0 >999 240 Weight: 6121b BRACING. _ _FT=20% TOP CHORD Sheathed or 53-1 cepurlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 9 � g 4ve tl iI . 4-2-0_ _. _ 2-094-B 4-2-0 - _ _. 5-2.8 Plate Offsets XYZ_L3_S,.Edgel•.(Cq-3-0,0-3-0), (J:0-33 Ed9e11L:46-00-71 IM0.1 LOADING (p.0 �— SPACING- 2-0-0CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.48 TCDL 7.0 Lumber DOL 1.15 �BC 0.67 BCL_ OARep Stress Ina NO WS 0.98 BCDL 7.0 Core IRC2012/TP12007 (Metrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18BV or 2x4 DF -N lBOOF 1.6E BOT CHORD 2x10 DF 1950F 1.7E or 2x10 DF SS WEBS 2x4 OF Stud/Std'Except' Wl: 2x4 OF 18WF 1.6E or 2x4 OF No.I&Btr or 2x4 DF -N 1800F 1.6E REACTIONS. (I elsize) J=10269/0-5-8 (min. 0-3-10), B=10312/0.5-8 (min. 0-3-11) Mss Horz 8=240(LC 5) Max UPIiftJ=-2142(LC 9), B=-2758(LC 8) 3 12-6-0, ._y_ 3-183-1-8 15-7_8 _. 1._ 20-10-0�_ _. _ 5-2-8 25-0-0 4-2-0 DEFL in (lac) Well Uri F PLATES GRIP Ved(LL) -0.22 N-0 >999 360 W20 220/195 Ved(TL) 435 N-0 >850 240 Horz(TL) 0.06 J Na Na Wnd(LL)_0.13 N-0 >999 240 Weight: 6121b BRACING. _ _FT=20% TOP CHORD Sheathed or 53-1 cepurlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. LIc) - Max. Comp./Msx. Tan. -All faces 250111h) or less except when shown. TOP CHORD B -C=-17409/4648, C -D=-1727214668, O -E=-15427/4042, E -F=-12224/3169, F -G=-12225/3164, G -H=-1367413258, H -I=-15642/3425, W=-15779/3404 BOT CHORD 8-0=3978114468, O -P=-3595113508, P-0=-3595/13508, N-0=-3595113508, N -R=3288/12745, R -S=-3288112745, S -T7-3288/12745, M -T 3288112745, AMU= -2571111285,L -U=-2571)11285, L -V= -2667/12086,V -W= -2667/12086,W -X= -2667/12086,K -X= -2667112086,K -Y=-2802/13125, Y -Z=-2802113125, J -Z=-2802113125 WEBS F -M= -3392113096,G -M= -24501344,G -L=-289/2820, H -L= -130W251, H -K= -1832002,E -M= -563711774,E -N=-199616624, 0.N=-12431497, D-0=4587/1869 NOTES - 1) 3-py truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4. 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x10 - 4 rows staggered at OA -0 oc, Webs connected as follows: 2x4 - 1 mw at 0-9-0 oc. 2) AII loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live bads have been considered for this design. 4) Wind: ASCE 7-10; Vu8=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2pst, BCDL=4.2paL h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cant imer left and right exposed: Lumber DOL=1.33 plate grip DOL=1.33 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 6)' This truss has been designed for a live load of 20.Dpsf on the bottom chard in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of Voss to bearing plate capable of withstanding 1 D Ib uplift at joint(s) except lh=1b) J=2142, 8=2758. 8) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 9) "Semi-rigid pitchbreaks with Fixed heels' Member and fixity model was used in the analysis and design of this truss. 10) Hangen(s) or other connection devices) shall be provided sufficient to support concentrated loatl(s) 31291b down and 11661b up at 6.1-8,1411 Ib down and 2841b up at 7-114. 1411 Ib down and 284 Ib up at 9.11.4, 50821b down and 1831 to up at 114-8, 9921b down and 129 Ib up at 11-114, 9921b dawn and 129 No up at 13-114, 992 to down and 1291b up at 15-114, 992 In down and 1291b up at 17-114. 992 to dawn and 1291b up at 19-114, and 992 lb down and 1291b up at 21414, and 994 It, dawn and 128 lb up at 23-114 on bottom chord. The desigNselection of such connection devfce(s) is Ne responsibility of others. LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber )orals 1.15. Plate Increase=1.15 Uniform Loads (pit) Vert A -F=84, F -J=-84. B -J=-14 Concentrated Loads (to) Ven: P= -3129(F) 0=1411(F) R= -1411(F) S=-5082 T= -992(F) U= -992(F) V= -992(F) W= -992(F) X=-992(FI Y= -992(F) Z= -994(F) Job Truss - Truss Type - Ory Pty - -- - -- 17-079492T E01 ICommon 6 1 _______ _ �______ _ - ___-_ _____ Job Reference l5201all BMG WEST gDAHG FALLS), IDAHO FALL6, ID 83002 Run' DSON:2m s Jul 1568ho lEh Print: 8.000 s Jul 94ef MRek Indusblas, H ID;2md168ho31EhrG8Yfl5LFgylukw-94-Mk7VLYPYrSGeI 6-0-0 12-0-0 18-0-0 24-0-0 Q 8-0-0 _ _ 16-0-0 _ .,- 24 0-0 8-0-0 _ 8-0-0 _ - 8-0-0 Plate Offsets (X,Y)- (A;43 9 0.1-87,10:0 .-0,0 3 4], [E 0-3-9,0-1-8], IC'.0-40,410] LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loo) Udefl Utl I PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.44 Ver(LL) -0.17 G -H >999 360 W20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Verl(TL) -0.24 G -H >999 240 8CLL 0.0Rep Stress lncr YES WB 0.23 Hou(TL) 0.04 E Na Na BCDL 7.0 Cade IRC2012/TP12007 (Metrix) Wnd(LL) 0.06 A -H >999 240 Weight:110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 18WF 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 18DOF 1.6E TOP CHORD Sheathed or 4-&13 ce purlins. BOT CHORD 2x4 DF 1800F 1.6E or 20 DF No.1&Btr or 2x4 DF -N 1600F 1.6E BOT CHORD Rigid ceiling dire sly applied or 10-0-0 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 180OF 1 Brecommends- E'Except- MiTek that Stabilizers and required aces bracing be installed dudrg W2: 2x4 DF SIudlStd truss section in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1144/05-8 (min. 0.1-8),E=1367/0-5.6 (min. 0-1.8) Max HorzA=233(LC 6) Max UpliflA=-205(LC 8), E=-272(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-17011297, B -C=-14791359. C -D=-1447/340, D -E=-16731281 80T CHORD A -H=-277/1352, H-1=-581864, I -J=-581864. GJ= -581864, E -G=-132/1285 WEBS C -G=-185/607, D -G=4301266 C-11=4081655, B41=45&276 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-W Vuk=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25fl; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Grord live lead nonioncurrent with any other live load$. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of Wss to bearing plata capable of wiliodanding WO Ito uplift at joinf(s) except 8t=1b) A=205, E=272. 6) This tress is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. 7)"Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard m rl/ Q 8-0-0 _ _ 16-0-0 _ .,- 24 0-0 8-0-0 _ 8-0-0 _ - 8-0-0 Plate Offsets (X,Y)- (A;43 9 0.1-87,10:0 .-0,0 3 4], [E 0-3-9,0-1-8], IC'.0-40,410] LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (loo) Udefl Utl I PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.44 Ver(LL) -0.17 G -H >999 360 W20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.37 Verl(TL) -0.24 G -H >999 240 8CLL 0.0Rep Stress lncr YES WB 0.23 Hou(TL) 0.04 E Na Na BCDL 7.0 Cade IRC2012/TP12007 (Metrix) Wnd(LL) 0.06 A -H >999 240 Weight:110lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 18WF 1.6E or 2x4 DF No.1&Bir or 2x4 DF -N 18DOF 1.6E TOP CHORD Sheathed or 4-&13 ce purlins. BOT CHORD 2x4 DF 1800F 1.6E or 20 DF No.1&Btr or 2x4 DF -N 1600F 1.6E BOT CHORD Rigid ceiling dire sly applied or 10-0-0 oc bracing. WEBS 2x4 OF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 180OF 1 Brecommends- E'Except- MiTek that Stabilizers and required aces bracing be installed dudrg W2: 2x4 DF SIudlStd truss section in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) A=1144/05-8 (min. 0.1-8),E=1367/0-5.6 (min. 0-1.8) Max HorzA=233(LC 6) Max UpliflA=-205(LC 8), E=-272(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=-17011297, B -C=-14791359. C -D=-1447/340, D -E=-16731281 80T CHORD A -H=-277/1352, H-1=-581864, I -J=-581864. GJ= -581864, E -G=-132/1285 WEBS C -G=-185/607, D -G=4301266 C-11=4081655, B41=45&276 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-W Vuk=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25fl; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom Grord live lead nonioncurrent with any other live load$. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 5) Provide mechanical connection (by others) of Wss to bearing plata capable of wiliodanding WO Ito uplift at joinf(s) except 8t=1b) A=205, E=272. 6) This tress is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSlfTPI 1. 7)"Semi-rigid phchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Job Tmss 17-079992T E02 BMC WEST QDAHO FALLS). IDAHO FALLS, ID 83402 "_O 6-0-0 Truss Type Common Supported Gable 12-0-0 6-0-0 ...aty.__ 'Ply 1 1 8-0-0 800 Plate Offset. (X,Y)- [A:0-3-9.0-1-8], (OB-4.0,0-341[LO-3-9,0-1-8], 8] (G 0340301 . LOADING(psp SPACING. 2-0.0 CSL TCLL 35.0 Plate Grip DOL 1.15 TC 0.44 TCDL 7.0 Lumber DOL 1.15 BC 0.37 SCLL 0.0Rep Stress Inv YES WB 0.23 BCDL 7.0 Coda IRC2012/TP12007 (Matrix) LUMBER. TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&Bb or 2x4 DF.N 18WF 1.6E BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&BV or 2x4 DF -N 18MF 1.6E WEBS 2x4 OF 180OF 1.6E or 2x4 OF No.MBtr or 2x4 DFN 180OF 1.6E'Excepr W2:2x4 OF Sturi REACTIONS. (lb/size) A=1IMIO-5.8 (min. 0-1-8), E=1357/0.5-8 (min. N1-8) Max Hors A=-233(LC 4) Max UpliftA=-205(LC 8), E=-272(LC 9) FORCES. (Ib) -Mi Comp./Max. Ten. - All forces 250 Hi or less except when shown. TOP CHORD A.B=-17011297, &C=14791359, C -D=-14471340, D -E=-16731281 BOT CHORD A.H=-277/1352, H-I=-58/BM, I -J=-581864, GJ= -581864, E -G=-132/1265 WEBS C -G=-185/607, D -G=0301265. C -H=-208(655, B -H=-0551276 16-0-0 a DEFL. in (loc) Aed Ud PLATES GRIP j Ved(LL) -0.17 G -H >999 360 MT20 22(/195 Veriji.) .0.24 G -H >999 240 Hom(TL) 0.04 E No Na Wlnd(LL) 006 A -H >999 240 Weight: 11016 FT=20% ] BRACING - TOP CHORD Sheathed or 4-813 w pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I Mi rek rewmmentls Nat S1amuzers and required cross bracing be installed during trusserection m aces dance=91 Stabilizer Installation guide NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psC BCDL=4.2psf; h=25ft; Cal. 11; Exp C; enclosed; MWFRS (envelope) gale end zone; cantilever left and right exposed ; Lumber OOL=1.33 plate grip DOL=1.33 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. 4)' This truss has been designed for a live load of 20.01 on the bodom chard in all areas where a rectangle 3.6.0 tall by 2-0-0 wide evil fit between the bottom chord and any other members, with BCDL = 7.Opsf. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 100 lb uplift at joint(s) except f]t=1b) A=205, E=272. 6) This Was is designed in accordance with the 2012 International Residential Coda sections R502.11.1 and R802.10.2 and referenced standard ANSI"I 1. 7) "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 iTNb6 17-079492T E03 BMC WEST (IDAHO FALLS), IDAI70 FALLS, ID 83402 A TNSS Type Common 12-0-0 12-0-0 Oly Ply 1 1 24-0-0 24-0-0 10 Plate Offsets-(X,Y)— IA:0.2-0,0-1-8J. ILO -3-0,0-3-0I, IN'.0-2-0,0-1-81 IS0-3-0,0-3-0) LOADING (Pat) SPACING- 2-0-0 CSI. DEPL. In floc) Wenn Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC D28 VeH(LL) -004 O Nr 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC OA3 'i Vert(TL) 4.06 O Nr 120 BCLL 0.0 ' Rep Stress Ina YES WH 0.17 Hoa[TL) 0.01 N Na No BCDL 70 Code IRC201&TPI2007- _----- (Matrix) _ Weight: 1381b FT=20% __..____-- LUMBER- BRACING- TOPCHORD 2x40F 180OF 1.6Eor2x4 DFNo.I&Btror2x4DF.N 18OF 1.6E TOPCHORD Sheathed or 6-0-0 oc pudlns. BOT CHORD 2x4 OF 180OF 1.6E or 2.4 OF No.18B9 or 2x4 OF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 OF SludlStd'Except' ! MRek recommends that Stabilizers and required case bracing be Installed during ST6: 2x4 OF 18WF 1.6E or 2x4 OF No.1 Mir or 2x4 DF -N 1B00F 1,6E truss erection in accordance with Stabilizer Installaiion�uitla_ _ REACTIONS. All bearings 24-04 (Ib)- Max Horz A=-234(LC 4) Max Uplift All uplift 1001b or less at loint(s) A, U, V, W, X, Y, T, S. R. P, N except Z=100(LC 8), 0=-101(LC 9) Max Gmv All reactions 2501b or less aljoint(s) A. U, V, W, X, Y, Z. T, S. R. O, P except N=381(LC 1) FORCES. 0b) - Max. Comp.IMax. Ten. - All faces 250 (Ib) or less except when shown. NOTES. 1) Unbalanced roof has loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) VORC2012)=91 mph; TCDL=4.2psf; BCDL=.2psh h=2511; Cal. II; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed ; Lumber 0011.33 plate gdp DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), we Standard Industry Gable End Details as applicable, or consul) qualified building designer as per ANSIrrPI 1. 4) All plates are 1.5x4 W20 unless otherwise Indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs special at 2-0.0 oc. 7) This truss has been designed for a 10.0 pet boftom chord live load nonooncument with any other live bads. tangle 3410 tall 10) This truss is designed in accordance with the 20121ntemational Residential Cade sections R502A 1A add R802.1( 11) "Semi-Hgid pilchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 2-0-0 wide will fit between the bottom chord and any other members. V, W, X. Y, T. S, R, P, N except Ut=lb) Z=100, 0=101. and referenced efisp rdANSVTPI 1. Job Truss 17-0791 E04 BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402 3-0-0 3-0-0 -Truss Type Common Girder 6-0-09-0.0 _ 12-0-0 _ 6-0-04 9-0-0- __— — __ _ - __- .. .. 3-0-0 3-0.0 � 3-0-0 Cly Ply 15-M 18-0-0 3-0-0 3-0-0 21-0-0 24-0-0 .3-0-0 -� 3-0-0 ..__-._.- 4-9-10 9-0-0 4-9-10 426 Plate, Offsets (XY�._[A_0-31102-0)<[E:0.2.5 Etlge7 11;0-3-11,0-2-07, IL:0-6-0,0-&4j LOADING two SPACING- 2-0.0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.61 TCDL 7.0 Lumber DOL 1.15 BC 0.73 BCLL 0.0Rep Stress Incr NO WE 0.62 BCDL 7.0 Code IRC20177TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 OF 18WF 1.6E or 2,4 DF No.1&8tr or 2x4 DF -N 18DOF 1.6E BOT CHORD 2x8 OF 195OF 1.7E or 2x8 OF SS Na is WEBS 2x4 OF Stud/Std%xcept' MT18H Wl: 2x4 OF 1800F 1.6E ce 2x4 DF No.t&Btr or 2X4 DF -N I 800 1.6E 15=0=0_ __. 1926 F_ - 6-0-0 a DEFL. in (too) V999 Lid60 PLATER GRIP Ven(LL) L -0.27 K -L >666 360 MT20 2201195 Ven(TL) -0.42 K -L >6 MT18HS HorzQL) 0.09 Na is We r MT18H 220146 22 Wind(LL) 0.14 K -L >999 40 240 Weight: 34311, FT= FT=20% BRACING- TOPCHORD Sheathed or 3.2-10 ocpurlins. BOT CHORD Rigid ceiling directly applied or 10-"w bracing REACTIONS, (INsize) A=10316/00.58 (min. 041-8),1=9321/0-08 (min.45-0) Max Horz A=206(LC 24) Max Up1iWA 1980(LC 8),1=-1810(LC 9) FORCES. (Ib) - Max. Comp.IMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD A -B=-13822/2672, B.0=-1370112670, C -D=-11352/2226, D -E=-112682311, E -F=-1126&2315, F.G=-11359/2229, G -H=1 3 78 326 9 3, H -I=-13910/2696 BOT CHORD A -N=-2302/11358, N-0=-2302/11358, M-0=.2302/11358, M -P=-2083170588, P -Q=-2083110588, L -Q=-2083/10588, L -R=1288/7065, RS= -1288!7065, S -T=-128&7065, T -U=-128&7065, K.0=-128&7066 K -V=-197&10626, V -W=-197&10626, J -W=-197&10626, J -X=-218&11441, X -Y=-218&11441, .Y=.2185/11441 WEBS E-0-138716453, F-0-258(20(1, GK= -2081/512, GJ= -573/2806, E -L=-1381516464, D -L=-257/200, C -L=2024/497, C -M=-54712707 NOTES. 1) &ply truss to be connected togetherwith 10d (0.131'x3") nalls as follows: Top chords connected as follows: 2x4 -1 row at 04-0co. Bottom chords connected as follows: 2x8 - 2 rows staggered at 080 oc. Wees connected as follows: 2x4 - 1 row at D-9-0 so. 2) All loads are considered equally applied to all plies, except V noted as front (F) or back (B) face in the LOAD CASE(S) sachem. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicetetl. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4 2psf; BCDL=4.2psf; h=25X; Cat 11; Exp C; enclosed; MFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plata grip DOL=1.33 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load noncencurrent with any other live toads. 7)' This truss has been designed for a live bad of 20.Opsf on the bo6om chord in all areas where a rectangle 3-&0 tall by 2.0-0 wide will fit between the bottom chord and any other members, with BCDL = 7.0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Jointts) except 0l=1b) A=1980,1=1810. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.I and R802.10.2 and referenced standard ANSI7TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used In the analysis and design of this truss. 1 t) Hanger(s) or other connection device(s) shall be providetl sufficient to support concentrated to uffs)1525Ib down and 28211, up at 02-12.1374 th down and 28010 up at 2.5-0, 137411, down entl 2801b up at 45-0, 148911, down ark 29311,up at 6.5.4, 14891b tlown and 293 Ib up at 8-51, 148911, tlown and 2931b up at 10-5-0,1489 Ib down and 2931b up at 12.5.4, 1489lb down ark 29310 up at 14-54, 148911, down and 2931b up at 1684, 137411,tlown and 2801b up at 18.51, and 137411, down and 28011, up at 201 and 1374 to down and 280 he up at 22-5-0 on bottom chord. The designswiection of such connection devica(s) Is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Ven: A -E=414, E-1=84, A4=14 Concentrated Loads (Ib) Vert A=-1525(F)N=-1374(F)0=1374(F)P=-1489(F)Q=-1489(F)R=-1489(F)S=-1489(F)U=-1489(F)V=-1489(F)W 1374(F) X= -1374(F) Y= -1374(F) Job Truss Truss Type Qty 'Pty 17-079492T G01 Common Supported Gable BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 Run 8.0005 Jul 1520181 r 18-0-0 18-0-0 Plate Offsets jX,Y)- [A 0-6-0,0-0-101, [K:0.6 -0,0-0-10],.[N'.0-3-0,0-3-0] q LOADING(psf) SPACING- 2-0-0 CSI. DEFL In floc) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Veri(LL) -0.04 L Nr 120 MT20 220195 BCDL 7.0 m BCDL 70 Luber DOL 1.15 BC 0.14 Ven(TL) -0.06 L rVr 120 BCDL 0.0Rep Stress lncr YES WE 0.14 H02(TL) 0.01 K nla Na ' Cade IRC2012JTPI2007 '. (Matrix) i Weight: 1051b FT=20% LUMBER. BRACING. TOP CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.1&BV or 2x4 DF -N 180OF 1 BE TOP CHORD Sheathed or 8.0-0 oc purins. BOT CHORD 2x4 DF 1800F 1.6E or 20 DF No.1&BV or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF Stud/Std'Except' " MiTek recommends that Slabllizere and required erose bracing be Installed during ST5: 2x4 OF 1800E 1 6E or 2z4 DF No.1&Bir or 2x4 DF -N 1800E 1.6E ! truss erection in accordancewith Stabilizer Installation guide, _ REACTIONS, Allbearings18.0.0. (lb)- Max Horz A=-227(LC 4) Max Up1ifl All uplift 100lb or less at joint(s) M, K except A=102(LC 6), R=105(LC 8). S=-106(LC 8), T= -Un LC 8), U=-101(LC 8), P=104(LC 9), 0=-103(LC 9), N=-122(LC 9) Max Grav All reactions 2501b or less al joint(s) A, O, R, S, T, U, P, O. N, M except K=438(LC t) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psh; SCOL-0.2psf. h=258; Cal. II; Exp C; endorsed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads In the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI7TPI 1. 4) All plates are ISM MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-00 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcunent with any other live bads. 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-M wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atyanl(s) M, K except gl=lb) A-102, R=105, S=106, T=107, U=101, P=104, 0=103, N=122. 10) This truss is designed in accordance with the 2012 International Residential Cotta sections R602.1 11 and R802.10.2 and referenced standard ANSI/IPI 1. 11) "Semi-rigid pltchbreaks Wtth fixed heels" Member end fixity model "a used in the analysis and design of this truss. LOAD CASE(S) Stantlard Job Truss Trude Type Qty Ply 17.0799927 Hot Flat 1 1 ___- -. Job Referent BMC WEST (IDAHO FALLS), IDAHO FALLS, ID BUID2 Run: i s Jul 15 2016 Print: 8.000 a A I D:2md 168ho31Eh,G8Yft5LFgytt 6-0-0 7 i . lx 6-0-0 6-0-0 LOADING (i SPACING 241-0 CSI. Di in goc) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.58 Vert(LL) .0.05 A -C >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Vert(TL) -0.11 A -C >627 240 BCLL 00Rep Stress lncr YES WB 0.00 HOrz(TL) 0.00 Na Na BCDL 7.0 Code IRC2012,71PI2007 (Matrix) Wind(1 000 A "^ 240 Weight: 231b FT=20% LUMBER• BRACING. TOP CHORD 2x4 OF 18MF 16E or 2x4 DF No.1&BV or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 6-0-0 oc purlins, except and verficals. BOT CHORD 2x4 OF 18WF 1.6E or 2x4 DF No.i&Btr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 OF Slud/Sid MiTek recommends Mat Stabilizers aMd required cross bracing be installed during C=278IMechanicel REACTIONS. (Ib/size) A=271 (min. trues erection, in accordance, with Stabllizer Installation guide 0-1-e), Max Upfil 1 Hou18(LC e) fiber Up1ifIA=-11(LC 8), C=724(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vul1=1151(3-second gust) V(IRC2012)=91mph; TCDL=4.21 BCOL�.2psh h=25X; Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever let and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psi bottom chord live load noncvncurrenl with any other live loads. 3)' This truss has been designed for a live load of 20.1 on the bottom chord in all areas where a rectangle 3.6.0 (all by 2-00 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to "as connections. 5) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 100 lb uplift at tomtits) A except Ut=1b) C=124. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard - -._ --- - Job Truss Truss Type 'Ory Pty � 0.079492T H02 Hall Hip 1 1 Job Reference1oflonal-- I BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 - - - - -Run: 8000 s Jut 152016 Print 0.000 s Jul 152016 MITI Industries, Inc. Thu Jv1270931:58201]Pege 11 ID:2mdl68ho3IEhrG8Yft5LFgytukw-ZfRowl9NdTo71w DAL1aBghznx WgGDxje2dsgytuSl 6-0-0 6-0-0 LOADING (Fail SPACING- 2.0.0 CSI. I OEFL. in (lac) Wall L/d PLATE$ GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.58 j VeH(LL) -0.05 A -C >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Vert(Ty 0.11 A -C >827 240 $CLL 0.0 ' Rep Stress Incr YES WB 0.00 Harz(TL) 0.00 Na Na BCDL 7.0 Code IRC2017/TPI20W (Meldx) Wntl(LL) 0.00 A "" 240 Welgin 231b FT=20% rat 0. LUMBER• BRACING - TOP CHORD 2x4 DF 18WF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 18OF 16E TOP CHORD Sheathed or 6-00 oc purlins, except end verticals. BOT CHORD 2x4 OF 18DOF 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1 BE BOT CHORD Rigid ceiling directly applied or 10-0-0oc bradrg. WEBS 2x4 OF Stud/$td MITek no mmendsthat Stabilizers and required aossbredng be installed during tmss ereciign, in accordance wi0i Stabilizer Installationug ide, REACTIONS. (Iblsize) A=276/0.5-8 (min. 0.1-8). C=276/Mechanical Mex Hors A=161 (LC 8) Max UpliflA=-11(LC 8), C=-124(LC 8) FORCES. (Ib) - Max. Comp./Max. Tan. -All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuI1=111(3-second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf, h=25ft; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf boRom chord live load nonconcurrem with any other live Icads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will et between the bottom chord and any other members. 4) Refer to girders) for muss to tuns connections. 5) Protide mechanical connec0on (by others) of house to bearing plate capable of withstanding 10010 uplift at joints) A except jt=1b) C=124. 6) This truss is designed in accordance with fine 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Serum id pitchMeaks with fixed heels' Member end fixity model was used in the analysis and design of Nis Wse. LOAD CASE(S) Standard -- Job 'Turas ,176794927 H03 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID BU02 Truss Type i Qy pN 3t —____ - JobF Run: 8.060s Jul 152016 Print: 8. ID:2mdl68ho31EhfG8Vl 6-M 6-" 6-0-0 6A-0 LOADING (Pat) SPACING- 2-04 CSI. DEFL. in (loc) fit Lid PLATES GRIP TCLL 350 Plata Grip DOL 1.15 TC 0.62 Vixi 006 A -C >999 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 BC 0.22 Vart(TL) 012 A -C >574 240 BCLL 00 Rep Stress lncr VES WB 000 Hoi 000 Na Na BCDL 70 i Code IRC2012JTP12007 (Matrix) J� Wndli 000 A •••• 240 Weight: 23 to FT=20% LUMBER- BRACING - TOP CHORD 2.4 OF 180OF 1.6E or 2.4 OF Ni or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 644 oc purlins, except end veri BOT CHORD 2x4 OF 1 800 1.6E or 2x4 OF No, 101, or 2.4 DF -N 1800F L6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brach, WEBS 2x4 OF StudlStd MiTek recammerate that Stabilizers antl required Fossbracirg bainew 08during REACTIONS. (I truss erection. In accordance with Stabitizer Installation guide. bo A=264/Mechanical, C=28MMachaniwl MaxxHHorz A=161 .l4(LC B) Max UPIiftA=-04(LC 6), C=-125(LC 8) FORCES. Ob) - Max. Comp./Max. Ten. - All faces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCOL=4 2psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed Lumber DOL=1.33 plate gnp DOL=1.33 2) This truss has been designed for a 10.0 aid bottom chord live load nonconcunent with any other live bads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Was to truss connections. 5) Provide mechanical connecgon (by others) of truss to bearing plate capable of withstarding IDO to uplift at joings) A except 0t=1b) C=125. 6) This truss is designed in accordance with the 2012 International Residential Gods sections R502.1 1A and 110.2 and referenced standard ANSI?PI 1. 7) "Semi-rigid pitchbreaks with fixed heels- Member end ftxiry model was used In the anatysis and design of this truss. LOAD CASE(S) Standard 6-0-0 6A-0 LOADING (Pat) SPACING- 2-04 CSI. DEFL. in (loc) fit Lid PLATES GRIP TCLL 350 Plata Grip DOL 1.15 TC 0.62 Vixi 006 A -C >999 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 BC 0.22 Vart(TL) 012 A -C >574 240 BCLL 00 Rep Stress lncr VES WB 000 Hoi 000 Na Na BCDL 70 i Code IRC2012JTP12007 (Matrix) J� Wndli 000 A •••• 240 Weight: 23 to FT=20% LUMBER- BRACING - TOP CHORD 2.4 OF 180OF 1.6E or 2.4 OF Ni or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 644 oc purlins, except end veri BOT CHORD 2x4 OF 1 800 1.6E or 2x4 OF No, 101, or 2.4 DF -N 1800F L6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brach, WEBS 2x4 OF StudlStd MiTek recammerate that Stabilizers antl required Fossbracirg bainew 08during REACTIONS. (I truss erection. In accordance with Stabitizer Installation guide. bo A=264/Mechanical, C=28MMachaniwl MaxxHHorz A=161 .l4(LC B) Max UPIiftA=-04(LC 6), C=-125(LC 8) FORCES. Ob) - Max. Comp./Max. Ten. - All faces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCOL=4 2psf, h=25ft; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and night exposed Lumber DOL=1.33 plate gnp DOL=1.33 2) This truss has been designed for a 10.0 aid bottom chord live load nonconcunent with any other live bads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Was to truss connections. 5) Provide mechanical connecgon (by others) of truss to bearing plate capable of withstarding IDO to uplift at joings) A except 0t=1b) C=125. 6) This truss is designed in accordance with the 2012 International Residential Gods sections R502.1 1A and 110.2 and referenced standard ANSI?PI 1. 7) "Semi-rigid pitchbreaks with fixed heels- Member end ftxiry model was used In the anatysis and design of this truss. LOAD CASE(S) Standard Job Truss truss Type Oiy Ply 17-0794927 J01 Jack Closed 1 1 Jul, Reference(oplional)_ BMC WEST(IDAHO FALLS). IDAHO FALLS, ID 83402 Run. 8.000s Jul 152016 Print 8.000 s Jul 152016 MiTek Intlusgies.lnc.- ID:2md l68ho31EhrG8Yf15LFgytukw-ZfKoMgNdTo71w_DAL -2-0-0 6-0-0 _ 2-0-0 6-0-0 - -' _4-3-14 013 T; 1-05__ LOADING(pso SPACING 20.0 C31. DEFL In (lac) Vdefl Utl PLATES GRIP TOLL 350 Plate Grip DOL 1.15 TC 046 Ved(LL) -0.01 B-E >999 360 Mf20 2201195 TOOL T.0 Lumber DOL 1.15 BC 0.09 i Veri(TL) -0.02 B-E >999 240 BOLL 0.0 ' Rep Stress Ina YES WB 0.00 Harz(TL) -0.00 B Na rVa BCDL 7.0 Code IRC2012TP12007 (Matrix) I Wnd(LL) 0.00 E 240 Weight 261b FT=20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E a 2x4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or &D-0 oc pur ins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Studi puss remmmenac that Stabilizers with and required cross bracing be Installed duriig W ss sr_actlo�in accordance with Stabilizer Installation guitle REACTIONS. Vlax(Ifelsize) D=194/Mechanical, B=48210-1-8 (min. 0.1-8), E=]110-]-12 (min. 0.1-6) Max Hoa E=208(LC 8) Max Up1iflD=-143(LC 8),4(LC 8) Max Grav D=194(LC 1), 8=48282(LC 1), E=1731LC 3) FORCES. gal - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4 2psf; BCDL=4 2psF h=25ft; Cat. Il; Exp C; enclosed; MWFRS (envelope) gable and zone; cantilever left and right exposetl Lumber DOL=1.33 plata grip Igor 33 2) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to abuse connections. 5) Provide mechanical conn selion (by others) of truss to bearing plate at joints) B. 6) Provide mechanical connection (by others) of truss to bearing plate capable of WUnAanding 1001b uplift at joings) B except QI=Ib) D=143. 7) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R80210.2 and referenced standard ANSIRPI 1. 8) "Semi-rigid pitchbreake with fixed heels" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard JM TNss TN66 Type Oty IPIY 17-W9492T J01A Jack -Closed 4 1 _ _ _ �__ Job Refers nA.IC WFRT lIr1AHO FA1151. IDAHO FALL5. 104M@ � Run:B Wnx Jut 1fi 901fi Prat :flfHlnx 2-0-0 6-M ~ 2-0-0 6-" P �U .TJ Im 3-10-9 _ x 4-1.5 6-0-0 --� PLATES GWP MT20 2201195 Weight: 281b FT=20% TOP CHORD 2x4 DF 18WF 1.6E or 2x4 DF No.1&BO or 2x4 OF.N 1800F 1.6E TOP CHORD Sheathed or 60-0 oc pudins, except end vedicals. BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.1&BOor2x4DF-N1800F1.6E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be insisted dun Vuss erection, in accordance with Stalelizer installation guide REACTIONS. (lb/size) D=477I10schanical, 8=480/0.1-8 (min. 0.148), E=581x5-8 (min. 0-1.8) Max Hort E=2081LC 8) Max UpII8D=-297(LC 6), 8=-98(LC 8) Max GravD=477(LC 1), B=480(LC 1), E=142(LC 3) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCD1-=4.2psf; h=25fl; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cans lever left and night exposed ; Lumber DOL=1.33 plata grip DDL=1.33 2) This truss has been designed for a 10.0 par bottom chard live load nonconcunent with any other live loads. 3)' This Vuss has been designed for a live load of 20Dpsf on the bottom Mord in all areas where a rectangle 3-6.0 tall by 2-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Iran to Vuss comedians. 5) Provide mechanical connection (by others) of buss to beating plate at joint(s) B. 6) Provide mechanical connection (by others) of bass to bearing plate capable of withstanding 100 He uplift at joint(s) B except (E1=1b) D=297. 7) This bass is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard Salo 1. 8) "Sear igid pitchbreaks with fixed hei Member end fixity model was used in the anaysis and design of this tribes. 9) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 2681b down and 1681b up at 5-10-0 on bottom chord. The design/selection of even connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front jF) or back (8). LOAD CASE($) Standard 1) Dead i Roof Live (balanced): Lumber Increasri 5, Plata Increase=1.15 Uniform Loads (EAD Vai A -C=-84, B -D=14 Concentrated Leads (Ib) Vert D= -268(F) -_-- 3-10-9 _ 4-1.5 6-0-0 --� ---- 3.10-9 0-2-12 1-10-11 LOADING(peo SPACING- 2-0-0 CSI. DEFL in floc) 8de0 Vd TCLL 35.0 Plate Grip DOL 1.15 TC 0.46 Vei -0.01 B-E 499 360 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Ved(TL) -0.02 B-E >999 240 BCLL 0.0 Rep Stress her VES WB 0.00 Hom(Ty -0.00 B test Na BCDL 7.0 Code IRC2012RPI2007 (Malnx) Wind(ILL) 0.00 E "" 240 LUMBER- BRACING - PLATES GWP MT20 2201195 Weight: 281b FT=20% TOP CHORD 2x4 DF 18WF 1.6E or 2x4 DF No.1&BO or 2x4 OF.N 1800F 1.6E TOP CHORD Sheathed or 60-0 oc pudins, except end vedicals. BOTCHORD 2x4DF1800F1.6Eor2x4DFNo.1&BOor2x4DF-N1800F1.6E BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF Stud/Std MiTek recommends that Stabilizers and required cross bracing be insisted dun Vuss erection, in accordance with Stalelizer installation guide REACTIONS. (lb/size) D=477I10schanical, 8=480/0.1-8 (min. 0.148), E=581x5-8 (min. 0-1.8) Max Hort E=2081LC 8) Max UpII8D=-297(LC 6), 8=-98(LC 8) Max GravD=477(LC 1), B=480(LC 1), E=142(LC 3) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCD1-=4.2psf; h=25fl; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cans lever left and night exposed ; Lumber DOL=1.33 plata grip DDL=1.33 2) This truss has been designed for a 10.0 par bottom chard live load nonconcunent with any other live loads. 3)' This Vuss has been designed for a live load of 20Dpsf on the bottom Mord in all areas where a rectangle 3-6.0 tall by 2-00 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Iran to Vuss comedians. 5) Provide mechanical connection (by others) of buss to beating plate at joint(s) B. 6) Provide mechanical connection (by others) of bass to bearing plate capable of withstanding 100 He uplift at joint(s) B except (E1=1b) D=297. 7) This bass is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard Salo 1. 8) "Sear igid pitchbreaks with fixed hei Member end fixity model was used in the anaysis and design of this tribes. 9) Hangers) or other connection devices) shall be provided sufficient to support concentrated load(s) 2681b down and 1681b up at 5-10-0 on bottom chord. The design/selection of even connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front jF) or back (8). LOAD CASE($) Standard 1) Dead i Roof Live (balanced): Lumber Increasri 5, Plata Increase=1.15 Uniform Loads (EAD Vai A -C=-84, B -D=14 Concentrated Leads (Ib) Vert D= -268(F) Job Tmas Toss Type Oty .Ply 17-079492T JO1B Jack -Closed 10 1 ,___ Job Reference (optional BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 - Run: a 000 s Jul 15 2016 Pont.. 8.000 s Jul 15 2016 MITel ID 2mdl 68h031EhfGBYft5LFgytukw-1 suA75A0 - 200 _ 6-0-0 -� 2-0-0 6-0-0 a LOADING(fasp SPACING- 2-0-0 CSI. TCLL 35.0 Plate GHp DOL 1.15 TO 0.40 TCDL 7.0 Lumber DOL 1.15 SC 0.21 BCLL 00Rep Stores lrwr YES WB 000 BCOL 70 - Code IRC2012/TPI2007 i (Maw) LUMBER -— TOP CHORD 2x4 OF l800F 1.6E or 2x4 DF No.l&Bir or 2x4 DF -N 1800E 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.t&Btf or 2x4 DF -N 1800F 1.6E WEBS 200F Stucl/Std REACTIONS, (lb/size) D=236IMechanical, B=510/068 (min. 41.8) Max Herz B=2081LC 8) Max UpliftD=-106(LC B), 8=-90(LC 8) Max Grav D=237(LC 15), B=510(LC 1) FORCES. (Ib) - Max. ComelMax. Ten. - All forces 250 (15) or less except when shown. NOTES- DEFL In floc) Mail Ud PLATES GRIP Vert(LL) -005 B -D 1999 360 MT20 220/195 Vert(TL) -011 B -D 1627 240 Hom(FQ 000 Na Na WndfLy 000 B 240 Weight. 26 lb FT=20% BRACING- TOPCHORD Sheathed or 6.0.0 oc purins, except end verticals. BOT CHORD Rigid calling directly applied or 10-0-0 oc braclW. MiTek recommends that Stabilizers and required cross bracing be installed during '._ "as erection�in accordance with Stabilizer Installation guide 1) Wind: ASCE 7-10; Vuft=115mph (&seocnd gust) V(IRC2012)=91mph; TCDL=4.2psh BCD(L=4.2psf; h=25ft: Cal. II; Exp C; enclosed; MWPRS (envelope) gable end zone; cantilever left antl right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This W m has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live bads. 3)' This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle S6 tall by 2-40 wide will N between the bottom chord and any other members. 4) Refer to glydenus) for truss 0 truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 W Ib uplift at joings) B except 81=1b) 0=106. 6) This buss Is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSVFPI 1. 7)' Sem4Hgid pitchbreaks with fixed heals" Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job ,Truss TNss Typo 174179492T J01C Jack -Closed BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 2 -2-M 4-- —__ ._.. 6-0-0 — _— { 2-04] 8-0-0 REACTIONS. (Iblsize) 0=236RAechanical, B=510/0-5-8 (min. 01-8) Max H. 0=208(LC 8) Mex UpIifID=A08(LC 8), 8=-90(LC 8) Max GravD=237(LC 15), B=510(LC 1) FORCES. (Ib) - Max. Comp.1i Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Val" 15mph (3-semnd gust) V(IRC2012)=91 mph; TCDL=4.2wf; BCDL=4.2psL h=25fi; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left aM right exposed ;Lumber DOL=1.33 plata grip DOL=1.33 2) This truss has been designed for a 10,0 pef bottom chord INe load nonoancumenl with any other live loads. 3) • This buss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3-6-4 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for hues to truss connections. 5) Provide mechanical connection (by others) of Voss to beariN plate capable of withstanding 10010 uplift at joinl(s) B except Ot=1b) D=1 W. 6) This Wes is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semirigid pitchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this Was. LOAD CASE(S) Standard 6-0-0 6-0-0 LOADING hi SPACING- 2-00 CSI. DEFL in (Iw) vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.40 Ver1(LL) -005 8-D >999 360 1 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.21 Ved(TL) .0.11 8-D >626 240 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 B Was We BCDL 7.0 Code IRC28127TPI2007 (Matrix) Wmd(LL) 0.00 B "" 240 Wei 2611, FT=20% - LUMBER- GRACING. TOP CHORD 2x4 DF 18NF 1.6E or 2x4 DF No.1&BV or 2x4 OF -N 180OF 1.6E TOP CHORD Sheathed or 60-0 oc puffins, except end verliczls. DOT CHORD 2x4 OF 180OF 1.8E or 2x4 OF No.1 Bir or 2x4 OF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 100.0 oc bracing. WEBS 2x4 DF Sludi MiTek recommends that Stabilizers and required cross bracing be installed dud , truss er�on In acecrtlance with Stabilizer Insteliatlon Oultla REACTIONS. (Iblsize) 0=236RAechanical, B=510/0-5-8 (min. 01-8) Max H. 0=208(LC 8) Mex UpIifID=A08(LC 8), 8=-90(LC 8) Max GravD=237(LC 15), B=510(LC 1) FORCES. (Ib) - Max. Comp.1i Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Val" 15mph (3-semnd gust) V(IRC2012)=91 mph; TCDL=4.2wf; BCDL=4.2psL h=25fi; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left aM right exposed ;Lumber DOL=1.33 plata grip DOL=1.33 2) This truss has been designed for a 10,0 pef bottom chord INe load nonoancumenl with any other live loads. 3) • This buss has been designed for a live load of 20.0paf on the bottom chord in all areas where a rectangle 3-6-4 fall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for hues to truss connections. 5) Provide mechanical connection (by others) of Voss to beariN plate capable of withstanding 10010 uplift at joinl(s) B except Ot=1b) D=1 W. 6) This Wes is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 7) "Semirigid pitchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this Was. LOAD CASE(S) Standard Job Truss Truss Type Ory Ply 17-079492T JO1D Jack Closed 1 1 BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 Run: 8.000 s Jul 15 20Nob Referen 16 Print: 8.000 s J ID:2md 168ho3IEhrG8Yft5LFgylu -2-0-0 _5-10-3 _ 200 _ 5103 r a -Jr 0-3 __.--, -- -. — —� _. P (;1005 floc) >680 240 LOADING Par SPACING• 20-0 CSI DEFL in loc Vdeft Ud PLATES GRIP TCLL 350 Plata Grip DOL 115 TC 0.37 Vert LL MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.20 Ved TL 010 B D BCLL 00 ! Rep Stress Incr YES WB 0.00 Horz(Tt) -0.00 B NaNa BCDL 70 Cade IRC2012/TP12007 (Mader) VAndILL) 0.00 B "" 240 Weight: 26 lb FT=20% ____----- ______._. .. -.i. - _—_.._ LUMBER. BRACING - TOP CHORD 2x4 OF 18WF 1.6E or 2x4 OF No.1&BV or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 5.10.3 oc purlins, except end verticals. BOT CHORD 2x4 DF 18DOF 1.6E or 2x4 DF No.l&BV or 2x4 DF -N 18WF 1.6E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradrg. WEBS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be Installed during truss erecticn, in accordance with Stabilizer Installation galda REACTIONS. (lb/size) 0=227/Mechanical, 13=503/0.58 (min. 0-1-8) Max Hoa D=204(LC 8) Max UplihD=-102(LC 6), B=-90(LC 8) Mex Grav D=229(LC 15), 8=503(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7.10; VUIt=115mph (3-secgnd gust) V(IRC2012)=91mph, TCDL=4.2psh, BCDL=4.2pef, h=25R 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) This buss has been designed for a 10.0 psf Whom chord live load nonconoument with any other live Ideas. 3) 'This buss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bodom chord all any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 1001b uplift at joint(s) B except jt=Ib) 0=102. 6) This buss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7) "SamFngid pilchbreaks with fixed heals' Member end fixity model was used in the analysis and design of this Voss. LOAD CASES) Standard Job - Truss -Tress Type -Oty, 'Ply - 17-079492T J01E Jack -Closed 2 1 __— ...J_Job Refer.. BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 03402 Run: 8.000 a Jul 15 2016 Print: 8.000 s Jul ID:2md 168ho3IEhrG8Vft5LFgytuky _ -2-0-0 5-10-3 2-0-0 5-10J —� REACTIONS. (IWsize) D=227/Mechanical. 6=503/038 (min. O1-8) Max Hou D=204(LC 8) Max UplihD=-1021LC 8), B=-90(LC 8) Max GravD=229(LC 15), 8=503(LC 1) FORCES. (Ib) - Max. Come/Msx. Ten. -All forces 250 (1b) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu0=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.20h, h=25ff, Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL=1.33 plate gap DOL=1.33 2) This lease has been designed for a 10.0 psf bottom chord live load nonwnwnent with any other live loads. 3) "This Vass has been designed for a live load of 20 Opaf an the bottom chord in all areas where a rectangle 3.6.0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Vuss connections. 5) Provide mechanical connection (by others) of Vuss to bearing plate capable of withstanding 1001b uplift at joints) B except Ut=1b) D=102. 6) This tress is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this "as. LOAD CASE(S) Standard LOADING(ps0 SPACING- 2-0-0 CSI DEFL In (loc) VdellUd PLATES GRIP TCLL 350 Plata Gnp DOL 1.15 TC 037 Vert(ILL)-005 BD >999 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 BC 020 Vex(TL) -010 B -D >080 240 BCLL 00 Rep Stress lncr VES WB 000 HOR(TL) -000 B Wa nra BCDL 70 Code IRC2012/FPI2007 (Matrix) Wind(ILL)000 B "" 240 Weight: 261b FT=20% LUMBER. BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 2.4 DF No.1&Btr or 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 510-3 w puiins, except and verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 18001' 1.6E BOT CHORD Rigid wiling directly applied or 10-0-0 oc bracing. WEDS 2x4 OF SWdIStd MiTek rewmmentls that Stabilizers and required prose budding be Installed during These erection. In accordance with Stabilizer Installation aWde. REACTIONS. (IWsize) D=227/Mechanical. 6=503/038 (min. O1-8) Max Hou D=204(LC 8) Max UplihD=-1021LC 8), B=-90(LC 8) Max GravD=229(LC 15), 8=503(LC 1) FORCES. (Ib) - Max. Come/Msx. Ten. -All forces 250 (1b) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vu0=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.20h, h=25ff, Cat. ll; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL=1.33 plate gap DOL=1.33 2) This lease has been designed for a 10.0 psf bottom chord live load nonwnwnent with any other live loads. 3) "This Vass has been designed for a live load of 20 Opaf an the bottom chord in all areas where a rectangle 3.6.0 tall by 2-M wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to Vuss connections. 5) Provide mechanical connection (by others) of Vuss to bearing plate capable of withstanding 1001b uplift at joints) B except Ut=1b) D=102. 6) This tress is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity, model was used in the analysis and design of this "as. LOAD CASE(S) Standard Job Truss -', Truss Type 17-079492T J01F 'Jack -Closed BMC WEST(IDAHO FALLS). IDAHO FALLS, ID 93402 -- -- ,.-__2 .— __._- _.2-0-0 Qty Ply _- 1 1 5-5-11 LOADING lost) SPACING- 2-tt-0 CSI. DEFL, in foc) Vdefi Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.35 Ver -(LL) -0.04 B -D 499 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.17 Ved(TL) .0.07 B -D >841 240 BOLL 00Rep Stress Incr YES WE 0.00 Hom(TL) -0.00 B Na rVa j BCDL 7.0 Code IRC2012lFPl20W (Metrix) Wnd(LL) 0.00 B '••• 240 Weight: 24 to FT=20% LUMBER- BRACING - TOP CHORD 10 OF 180OF 1.6E or 2x4 OF No.13Bt or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 5-511 oc purlins, except end verticals. BOT CHORD 2x4 DF 180OF 1.8E or 2x4 OF No.1 BBtr or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling dire* applied or 10.0-0oc bracing. WEBS 2x4 OF SWd/Sid r MiTek recommends that Stabilizers and required cross bradng be Installed during I`russ erection, in accordance with Stabilizer Installation aulda REACTIONS. May, ze) D=294ft-C haniral, B=488/0-58 (min. 0.1A) Max Hors D=19(I-C ), Max Up1Grav D=208(L B),8=91(LC8) Max Grav0=208(LC 15), 8=488(LC i) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10 Vult=115mph (3-sewnd gust) VQRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf, h=25X; Cal. II; Exp C; enclosed; MWFRS (envelope) gable antl zone; cantilever left and night exposed Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bodom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any otter members. 4) Refer to girders) for truss to hussy connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) D, B. 6) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 7)"Sem[-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 Truss Type - 4N - -ply 0-079492T J01G Jack -Closed 1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 63402 - Run: 9.00gs Jul 15 ID:2md168ho3 -2-0-0 5-5-11 2-00 - _.__. ._. - 55-11..._ TOP CHORD 2x4 OF 1800F 1.6E Gr 2x4 DF No.l&BV w 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 5-511 oc purlins, except end vertices. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD RIgtd calling direolly applied or 10-D-0 oc bracing. WEBS 2x4 OF StuNSid FIA—Mel recommends that Stabilizers and required cross bracing be installed during It ties eraction, in accordance with Stabilizer Installation guide REACTIONS. (INsize) D=202/Mechanical, B=447/0-1-8 (min. 0-1-8), E=47/67-12 (min. 0. Max Home E=194(LC 8) Max UpliflD=-IOB(LC 8), B=-1 D4(LC 8) Max Gra rD=202(LC 151. B=447(LC 1), E=114(LC 3) FORCES. (Ib) - Max. Coruirl x. Ten. -All forces 250 (1b) or lass except when shown. NOTES. 1) Who: ASCE 7-10; Vult=115mph (6second gust) V(IRC2012)=91 mph; TCDL=4 2psf; BCOL=4.21psf, h=25R 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) This these has been designed for a 10.0 psf bottom chord live load nonconourrent with any other we bads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 tall by 2-60 wide will fit between the bottom chord and any other members. 4) Refer to glimer(s) for truss to truss connections. 5) Pmvide mechanical connection (by others) of truss to bearing plate at join l(s) B. 6) Provide mechanical connection (by others) of truss to bashing plate capable of withstanding 1 D Ib uplift at joings) except cit=lb) D=108, 8=104. 7) This "as is designed in accordance with the 2012 International Residential Cada sections R502.11.1 and R602.10 2 and referenced standard ANSIRPI 1. 8)"SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASES) Standard ,. _.1-11-4 _- 3-2 __. _-_5_5-11 1.11-0 0-3-14 1 LOADING (Pat) SPACING. 2 -OO CSI, DEFL in (loo) Udell ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 035 Vent(ILL) -0.1>0 D -E >999 360 MT20 2201195 TCDL 7.0 ' Lumber DOL 1.15 BC 0.04 Vert(TL) -0.01 D -E ,999 240 , SCLL 00 Rep Stress Ina YES WS 0.00 Hocz(TL) -0DO B Na Na BCDL 7.0 Cade IRC2012TPI2007 (Metnx) WncTLy_ 000 E •^• 240 Weight. 241b 9 FT- - 20. _ - �- LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E Gr 2x4 DF No.l&BV w 2x4 DF -N 1800F 1.6E TOP CHORD Sheathed or 5-511 oc purlins, except end vertices. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD RIgtd calling direolly applied or 10-D-0 oc bracing. WEBS 2x4 OF StuNSid FIA—Mel recommends that Stabilizers and required cross bracing be installed during It ties eraction, in accordance with Stabilizer Installation guide REACTIONS. (INsize) D=202/Mechanical, B=447/0-1-8 (min. 0-1-8), E=47/67-12 (min. 0. Max Home E=194(LC 8) Max UpliflD=-IOB(LC 8), B=-1 D4(LC 8) Max Gra rD=202(LC 151. B=447(LC 1), E=114(LC 3) FORCES. (Ib) - Max. Coruirl x. Ten. -All forces 250 (1b) or lass except when shown. NOTES. 1) Who: ASCE 7-10; Vult=115mph (6second gust) V(IRC2012)=91 mph; TCDL=4 2psf; BCOL=4.21psf, h=25R 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) This these has been designed for a 10.0 psf bottom chord live load nonconourrent with any other we bads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 360 tall by 2-60 wide will fit between the bottom chord and any other members. 4) Refer to glimer(s) for truss to truss connections. 5) Pmvide mechanical connection (by others) of truss to bearing plate at join l(s) B. 6) Provide mechanical connection (by others) of truss to bashing plate capable of withstanding 1 D Ib uplift at joings) except cit=lb) D=108, 8=104. 7) This "as is designed in accordance with the 2012 International Residential Cada sections R502.11.1 and R602.10 2 and referenced standard ANSIRPI 1. 8)"SemFrigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this buss. LOAD CASES) Standard Jab Truss . - Tmss Type Dry . Fly 17479492T iJOiH Jack-Clebad 1 1'I _ .._..AL.....1.. _ ID 834_._ _.._ - _. - - JobReference o tion: BMC WEST ODAHO FLS), IDAHO FALLS, 02 Run: 8.000 s Jul 15 2016 Print 8.000 s Jul 15 2016 ID:2md 168ho31EhrGBYftSLFgylukw-zE/w` 2-M - ..3-11..11 2-0-0 LUMBER - TOP CHORD 2x4 DF 1800F 1.6E a 2x4 DF No.1&BV or 2x4 DF -N 1BOOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF.N 1800F 1.6E WEBS 2x4 DF Sai id DEAL. in (too) Well Ud Ved(LL) 401 B -D >999 360 Vad(TL) 4.02 B -D >999 240 Horz(TL) 4.00 B We nia Wind(LL) 0.00 B "" 240 BRACING. PLATES GRIP MT20 220/195 Weight: 19 to Fr=20% TOP CHORD Sheathed or 3-1 1 -11 a pudim, except end vetlicals. BOTCHORD Rigid ceiling directly applied or 10-0-O cc bracing. truss recommends that ncewitStabilizers endrequired Gassbracing be inslalletl dudrg truss erection macwrQance with Slabillzer Installation gultle._ REACTIONS. size) D=114/Mechanical, 8=433/Oi>8 (min. 0.1-8) Miss Hoz D=153 C 8) Max Up1IftD=-53ft-C: 8), , 4(LC 8) Max GravD=19(LC 15), B=433(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MAT RS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord It" load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.010 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. 5) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7FPI 1. 7) "SomFrigid pitchbreal s wish fixed heels" Member end fixity model was used in the analysis and design of this suss. LOAD CASES) Standard LOADING(pso SPACING- 20-0 CSI. TCLL 35.0 Plate Grip DOL 1.15 TC 0.35 TCDL TO Lumber DOL 1.15 BC 0.08 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 7.0 Code IRC2012rrPI2007 (Matrix) LUMBER - TOP CHORD 2x4 DF 1800F 1.6E a 2x4 DF No.1&BV or 2x4 DF -N 1BOOF 1.6E BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.i&Btr or 2x4 DF.N 1800F 1.6E WEBS 2x4 DF Sai id DEAL. in (too) Well Ud Ved(LL) 401 B -D >999 360 Vad(TL) 4.02 B -D >999 240 Horz(TL) 4.00 B We nia Wind(LL) 0.00 B "" 240 BRACING. PLATES GRIP MT20 220/195 Weight: 19 to Fr=20% TOP CHORD Sheathed or 3-1 1 -11 a pudim, except end vetlicals. BOTCHORD Rigid ceiling directly applied or 10-0-O cc bracing. truss recommends that ncewitStabilizers endrequired Gassbracing be inslalletl dudrg truss erection macwrQance with Slabillzer Installation gultle._ REACTIONS. size) D=114/Mechanical, 8=433/Oi>8 (min. 0.1-8) Miss Hoz D=153 C 8) Max Up1IftD=-53ft-C: 8), , 4(LC 8) Max GravD=19(LC 15), B=433(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All farces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7.10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf, BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MAT RS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord It" load nonconcument with any other live loads. 3)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.010 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of Wss to bearing plate capable of withstanding 100 lb uplift at joint(s) D, B. 5) This truss Is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7FPI 1. 7) "SomFrigid pitchbreal s wish fixed heels" Member end fixity model was used in the analysis and design of this suss. LOAD CASES) Standard Job Truss 17-070492T JolI BMG WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 Truss Type ..Ory ,Ply Jack -Closed 3 1 _-_ _ ____Job Reference 152016 Mi.__ _. Run 8000s Jul15Ehr 8Yf 8000sJul 15Y016 nBG Industries. Inc. pI Yg92 tdzO0cGH ytu 11 ID 2m31EhrGeY%5LFgyfukw-zE?wYnRGwOAiZNjorUaHpIJY992KIdzOPcGHS9yluSQ -2-0.0 3-10-3 2-0.0 3-10-3 LOADING (m) SPACING. 2-0-0 CSL TCLL 35.0 Plate Grip DOL 1.15 TC 0.35 TCDL 7.0 Lumber DOL 1.15 DC 0.07 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 7.0 Code IRC2012rrP12007 (Matdx) LUMBER. TOP CHORD 2x4 OF 180OF 1.8E or 2x4 OF No. 18Btr or 2x4 DF -N 1800F 1.6E BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.18Bir or &4 DF -N 1800F 1.6E WEBS 20 OF Stad/Std REACTIONS. (INsize) D=1061Mechanical, 8=429/0-58 (min. 0-1.8) Max Horz D=149(LC 8) Max Upli%D=50(LC 8), B=-95(LC 8) Max Gray D=111(LC 15), B=429(LC 1) FORCES. (Ib) - Max. Comp.IMax. Ten. - All forces 250 (Ib) or less except when shown. _ 3-10-3 3-10-3 DEFL. in floc) Ude% Ud Ven(LL) -001 B -D >999 360 Ven(TL) .0.02 B -D >999 240 HOR(TL) -0.00 B rVa We Wici LL) 0.00 B '••• 240 L BRACING. PLATES GRIP MT20 2201195 Weight: 181E FT=20% TOP CHORD Sheathed or 3.103 co pudins, except antl vetticals. BOTCHORD Rigid ceiling directly applied or 140.0 oc bradig. nek recommends that Stabilizers and required aoss bracing be installed dudrq truss erection In accordance with Stabilizer Installation wide NOTES - 1) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCOL=4.2psL BCDL=4.2psf, h=25%; Cal. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ; Lumber DOL=1.33 plate grip DOL=1.33 2) This Was has been designed for a 10.0 psf bottom choN live load nock onwnent with any other live loads. 3) - This Voss has been designed for a live load of 20.Dpsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) W (mss to truss connections. 5) Provide mechanical connection (by others) of Truss to bearing plate capable of withstanding 1001E upli%at joints) D, B. 6) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI TPI 1. 7) "Semi-rigid pitchbreaks with fir heels" Member end fixity model wear used in the analysis and design of this Was, LOAD CASES) Standard Job Truss Trus; Type 17-079492T J01J Jack -Closed BMC WEST (IDAHO FALLS) IDAHO FALLS, ID 83402 Cry ph, 1 1I Rua 8000s Jul 182018Pdni:5LF ID:23-5-11 o31EhrG8YfI5LFgy 2-0-0 _ 3-5-11 2-0-0 3-5-11 3-5-11 3 -5 -it LOADING(psf) SPACING- 2-0-0 CSI DEFL. in floc) ede8 Ud T PLATES GRIP TCLL 350 Plate Grip DOL 1.15 TC 0.35 VeH(LLJ 000 B -D 1999 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 1 BC 0.06 Veri(TL) -0.01 B -D >999 240 BCLL 00Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 B Na Na BCDL 70 Code IRC2(VI-Pl2W7 (Matrix) Wnd(LL) 0.00 8 240 Weight. 171b Fi=20Yo LUMBER- BRACING - TOP CHORD 2x4 DF I 800 1.6E or 2x4 OF NoA&Bir or 2.4 DF -N 1800F 1.6E TOP CHORD Sheathed or 3511 oc pudins, except and verticals. BOTCHORD 2x4 DF 1800F 1.6E or 2x4 OF No.1&Bir or 2x4 DF -N IBOOT I.6E BOT CHORD Rigid ceiling directly applied or 100-0 do bracing. WEBS 2x4 DF StuNStd MITek rectorninnands that Stathiliosis and required cross bracing be instelletl tlutllg ` truss erection In aaordance with Stabilizer InsWllaBan�ultle. __ REACTIONS (Ib/size) D=80IMechanical,13=418/0-5-8 (min. 0-1-8) Max Horz D=139(LC 8) Max UplifiD=-38(LC 6), 8=-97(LC 8) Max Grav D=86(LC 15), 0=418f -C 1) FORCES. (lb) - Max. Comp./Max. Ten. - All farces 250 Ob) or less except when shown. NOTES- 1)Wind: ASCE 7-10; Vult=115mph(3-second gust) V(IRC2012)=91mph;TCDL=4.2psf, BCDL=4.2psf.h=25ft;Cat .II;Exp C; enclosed, MWFRS(envelope)golds end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf Whom chord live load nonconcorrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the Whom Mord in all areas whore a rectangle 340 tall by 240 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical conneolion (by others) of truss to bearing plate capable of withstanding 100lb uplift at joint(s) D, B. 6) This truss is designed in a=rdanos with the 2012 International Residential Code sections R502.1 i,I and R802.10.2 and referenced standard ANSIITPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member antl fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job Truss Tmss Type Day 'Ph X17 -079492T J01K Jack -Closed 1 1 _—_ _I___ __._ _—_ :.—�. BMC WEST (IDAHO FALLS) IDAHO FALLS, ID 83402 - Run: 8.000 s Jul 15 2016 Pri -2-0-0 3-5-11 2-0-0 - 3-5-11 LOADING(ps1) SPACING. 2-0-0 CSI DEFL. in Jim) Vdefi Vd PLATES GRIP TCLL 35.0 Plata Grip DOL 1.15 TC 0.35 i Ven(LL) .0.00 B -D 1999 360 MT20 220/195 TOOL 7.0 Lumber DOL 1.15 BC 0.06 ; Ved(TL) -0.01 B -D 1999 240 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 i Horz(TQ .0.00 B Na Na BCDL 7.0 Code IRC2012/TP12007 (Matrix) i Wnd(LL) 000 B "" 240 Weight: 171b FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 180OF 1.6E or 2.4 DF No.1&Bb or 2x4 DF -N 180OF 1.6E TOP CHORD Sheathed or 3511 oc pudins, except end verticals. BOT CHORD 20 OF 180OF 1.8E or 2x4 OF No. 1&BV or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling already applied or 140.0 oc bracing. WEBS 2x4 DF Stud/Std M Tek recommends that Stabilizers and required cross bradng be installed during ,_Voss erection In accordance with Stabilizer Installation guides REACTIONS. (lb/size) D=80/Mechanicxl, 8=418/0.58 (min. 0-1-8) Max Horz D=139(LC 8) Max UpliOD=38(LC 8), B= -97(1-C 8) Max Grav D=86(LC 15), B=418(LC 1) FORCES. (Ib) - Mar. Camp./Max. Ten. - All farces 250 (Ib) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=115mph (&second gust) V(IRC20/2)=91mph; TCDL=4.2psf, BCDL=4.2psf; h=250; 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) This truss has been designed for a 10.0 pst bottom chord live load noncanourrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psT on the bottom chord in all areas where a rectangle 3.50 tall by 240 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical cvnneceon (by others) of truss to hearing plate capable of withstanding 100Ib uplift at)oint(s) D. B. 6) This truss is designed In accordance with the 20121ntemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 7) 'Sem4rigitl pitchbreaks with fixed heels" Member and fixity model was used in the analysis and design of this buss. LOAD CASE(S) Standard Job Truss 17.079492T IJ02 BMC wEST (IDAHb FALLS). IDAHO FALLS, ID 83402 Truss Type _Cry Ply Jack -Closed 2 1 ��_ Jib Reference (option Run: 8.000 s Jul 15 2016 Print: 8.000 s Jul 15 2016 ID:2md 168ho3IEhrG8Yft5LFgytukw-RRZJI 4-2,158-5-14 8-5-14 4-2-15 4-2-15 8-6-14 LOADING(psp SPACING- 2-0.0 CSI DEFL, In (loc) VdehUtl PlATE3 GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 008 Ved(LL) 408 AD >999 3220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.32 Ved(TL) -016 AA -622 240 BCLL 00Rep Stress liter YES WB 020 Horz(TL) 000 A Na Ne BCDL 70 Coda IRC2012yTP12007 (Matrix) WlncILL) -010 A -D >993 240 WeIgM: 481b FT=20% LUMBER- BRACING - TOP CHORD 2x6 OF 1800E 1.6E or 2x6 DF SS TOP CHORD Sheathed or 6 o purlins, except end verlirals. BOT CHORD 2x6 OF 1800F 1.6E or 2x6 OF SS BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 20 OF Sludi j Mi recommends that Stabilizers and required cross bracing be Installed during A=445/0.5A (min. 0.7-8). D=879/Mechanicel REACTIONS. (_truss erWim In accordance with Stabilizer Installation guide, Mivark e) -- ax Horz D=155(LC 8) Max UpIiM=-730(LC 8), D=472ILC 8) FORCES. (Ib) - Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD A-8=566/129 BOT CHORD A -E=.84/480, E.F=.84/480, F.G=.84/480, G -H=-84/480,114=-84/480, D -I=-84/480 WEBS B -D=-516257 NOTES. 1) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91mph; TCOL=4.2psf1 SCDL- .2psf h=258; Cat. 11; Exp C; andosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 tied Whom chord live load nonconcurrent with any other live loads. j 3)' This truss has been designed for a live lead of 20,Opsf on the bottom chord in all areas where a rectangle 3.60 tall by 240 wide will fit between the bottom chord and any other members. I 4) Refer to girder(a) for trues to truss connections. 5) Provide mechanical connection (by others) of Wes to bearing plate capable of withstanding 100 lb uplift at punt(s) except (jt=1b) A=130, D=412, 1 6) This truss Is designed in accordance with the 2012 International Residential Code sections R502A 1.1 and R802.10.2 and referenced standard Al 1. 7) "SemFdgid pitchbreaks with fixed heels" Member end fixity model was used In the analysis and design of this buss. 8) Hangers) or other connection devices) shall be provided sufficient to support concentrated loads) 41 Ib down and 1051b up at 2-1-13, 391b down and 38 lb up at 2-8-2, 74 Ib clown antl 57 Ib up at 411-12, 94 lb down and 69 to up at 56-1, and 1921b clown and 107 lb up at 7-911, and 217 lb down and 112 lb up at 8-4-2 on bottom chord. The clesigniseleclion of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the (are of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead. Roof Live (balanced): Lumber Increase=1.15. Plate lincreii 16 Uniform Loads (plo Vert: A -C= -84,A -D=-14 Concentrated Loads (Ib) Vert: D=-217(F)E=26(B)G=-60(8)11=-66(F11=-192(B) Job Truss Truss Type 17.079492T J02A Jack -Closed BMG WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 _-2-9-15 _4-2-9 2-9-15 4-2-9 Oty, Ply _.. 'Job 0000 Jul 15 016ll Run: ID2 s Jul 152016Print 8000sytu wwd7 zTDIndustries.Inc.lhu Jul 27 09 itLW2032017 Page A ID:2mdi68h8-5-2 GBYItSLFgytukw-wd7hzTDWS?OOOhIBylICIUIOyDy11LW9gsvINX2yluSA 8-5-2 .-.� 4 2-9 5-5-2 5-5-2 034 2-32 LOADING(ps0 SPACING- 2-0-0 CSI. DEFL. In (Ix) Vdefl Utl PLATES GRIP TCLL 350 Plate Grip DOL 1.15 TC 0.09 Veri 005 A-E i 360 MT20 2201195 TCDL 70 Lumber DOL 1.15 BC 020 Ven(TL) 007 A-E >999 180 BCLL 00 Rep Stress lncr YES WS 008 Hori 000 A Na Na BCDL 70 Cade IRC20127TP12007 (Matrix) Wri 005 A-E >999 240 Weight 451b FT=20% LUMBER- BRACING. TOP CHORD 2x6 OF 18MF 1.6E or 2x6 DF SS TOP CHORD Sheathed or 6-04 oc purlins, except end verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2.4 DF No.1&Be or 2x4 DF -N 1S00F 1.8E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2.x4 OF StudlSid I MiTek recommends that Stabilizers and required cross orating be Installed during truss erection, In accordance with Stabilizer Installation u� Maxax Ho REACTIONS. (I PA=27610.58 (min. 0.7-8), D=277/Mechanical, E=5590.7-72 (min. 0.1-8) rz E=158(LC Max UpIifIA=-56(LC 8),), D=-158(1.0 8). E=-234(LC 8) FORCES. (Ib) - Max. Comf li Tan. - All forces 250 (11 or less except when shown. TOP CHORD A -B=-35940 BOT CHORD A -F=0287, F -G=01281, G-H=028L E -H=0/281 WEBS B -E=-38&167 NOTES - 1) Wind: ASCE 7-10; VuIt=115mph (3sacond gust) V(IRC2012)=91mph; TCDL=9 2psf; 13CDL=4.2psh h=25R; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed! Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other live toads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 380 tall by 2.0.0 wide will fit between the bottom chord and any other members. 4) Refer to giMer(s) for truss to buss connections. 5) Provide mechanical connection (by others) of truss to bearing plata capable of withstanding 1001b uplift at loint(s) A except Qt=1b) D=158, E=234, 6) This truss is designed in accordance with the 2012 International Residential Code secdom R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)'Semi pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Was, 8) Hangers) or other connection devices) shall be provided sufficient to support concentrated loed(s) 41 be down and 10510 up at 2-1-1, 3910 down and 2710 up at 2-9-7, 7410 down and 5710 up at 4-114, and 10010 down and 7310 up at 5.7-6, and 188Ib down and 121 Ib up at 7-&15 on bottom chord. The desigNselection of such connection devices) is the responsibility of others. 9) In the LOAD CASE(S) section, leads applied to the face of the buss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead in Root Live (balanced): Lumber Increase=1.15. Plate Increase=1.15 Uniform Loads (p10 Vert: A-C=i XD=44 Concentrated Loads (Ib) Vert: E=-94(8) F=25(F) H=80(F)1=-188(F) Job - . •Truss imss iype- 17-079492T J03 Jack -Closed BMC W EST (IDAHO FALLS), IDAHO FALLS, ID 83402 Ory Ply 1 1 Run: 8.000 s Jul 15 2016 Print 0.001 ID:2md168ho31EhrG8Yft5L -2-0-0_.. 1-11-11 LOADING (pso SPACING- 2.0.0 CSI DEFL. In (Ix) Well Vtl PLATER GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 Ved(LL) -0.00 B >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Ved(TL) -0.00 B -D 499 240 BCLL 0.0Rep Stores Ina YES WB 0.00 Hon(TL) -0.00 B r✓a his BCDL TO Cotler IRC2012i TP12007 (Matrix) Wnd(LQ 000 B "' 240 Weight: 11 to FT=20% LUMBER- BRACING. TOP CHORD 2x4 OF 1800F 1.6E or 20 OF N0.1&BV or 2.4 DF.N 1800F 1 6E TOP CHORD Sheathed or 1-11-11 oc purlins, except end verlcals. BOT CHORD 2x4 DF 1800F 16E or 2x4 OF Ne.1&BV or 2x4 DF -N 1800F 1,6E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracirg. WEBS 2x4 OF Studi _- - --- ------- _ - -- MiTek recommentls that Stabilizers and required cross bracing be instailatl dun - REACTIONS. (Morelos) D=98(1_ echanical, 8=373/0 -Sb (min. 0.1A) Max Horz D=98(LC B) Max v D=-19(LC 8=-111(LC 11) Gra Max Grav D=30(LC 12)2) , 8=373(LC 7 ) FORCES. (Ib) - Max. Cemp.IMax. Ten. -All forces 250 (Ib) or lass except when shown. NOTES - 1) Wind! ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf,, BCDL=4.2psq h=25X; Cat. 11; Exp C; enclosed MFRS (envelope) gable end zona; cantilever left and right exported! Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been assigned for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 all by 2-0-0 wide will fit between Na bottom chord and any other members. 4) Refer to girder(s) for imss to truss connections. 5) Provide mechanical connection (by others) of truss to beadrg plate capable of withstanding 100 lb uplift at joint(s) D except ji-lb) 6=111. 6) This truss is designed in accordance with Me 2012 International Residential Code sections R502.11A and R802.10.2 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) Standard Job - - -. .;Turas. - - - .Tmss Type 17-079492T 'J03A Jack -Closed BMC WEST (ID/WO FALLS), IDAHO FALLS, 10 83402 Ory _.__ pry. _ 3 1 -244 1-10-3 244 1-10-3 ' 1-10-3 .710-3 LOADING(psQ SPACING. 2.0.0 CSL DEFL. in floc) Mar Vd PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.29 VeQLL) -0.00 B >999 360 MT20 2201195 TCDL 7.0 Lumbar DOL 1.15 BC 0.01 Vert(TL) -0.00 B >999 240 i BCLL 0.0Rep Stress lncr VES WB 000 Hoa(TL) 4.00 B Na Na BCDL 7.0 Code IRC2012/7PI2007 (Mabix) Wrd(LL) 0.00 B 240 L Weight: 101b FT=20% LUMBER- BRACING. TOP CHORD 2x4 DF 1BOOF 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 1BOOF 1.6E TOP CHORD Sheathed or 1-10-3 oc pudins, except antl verticals. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.1&Sir or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling dlrectiy applied or 1OeM oc bracing. WEBS 2x4 OF Simi MiTek recommends that Stabilizers and required am bracing be installed dunig L Was erection In accordance_ with Stabilizer Installation guide. _ REACTIONS. (INsize) D=-33/10echanical, B=374/0 -5A (min. 0.1-8) Max Hors D=951LC 8) Max UpliflD=-33(11-10 1), B=-114(LC 8) Max Gray D=34(LC 12), B=374(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Wind, ASCE 7-10, Vutt=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2ps1; BCDL=42psi h=25h; CaL II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 Fif bottom chord live load nonconcurrent with any other live leads. 3)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 360 tall by 2-0O wide will fit between the bottom chord and any other members. 4) Refer to girders) for Iruss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) D except Ut=1b) B=114. 6) This truss is designed In accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI7TPI 1. 7) "Semi-rigid pilchbreeks with fixed heels" Member end fixity model was used in the analysis antl design of this truss. LOAD CASE(S) Standard Job Truss Truss Type 17-079492T J03B Jack -Closed BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402 CRY Ply Job Reference (01 ag Run 8000 s Jul 15 2016 Print. 8.000 s Jul 155 2 2016 MRek Intlustnes, Inc. Thu Jul 27 09:3203 20P Page 1 ID 2mdl68hc3lEhrGBYft5LFgytukw-wd7hzTDWSoQQohlByuclujOv7ylmLXTgsvINX2ylus - .2-M 1-5-11 2-M _—_ 1511 - LOADING Ipso SPACING. 2-0-0 I CSI TCLL 350 1 Plate Grip DOL 1.15 1 TC 029 TCOL 7.0 Lumber DOL 1.15 BC 0.01 BCLL 0.0 ' Rep Stress [nor VES WB 0.00 BCDL 7.0 Code IRC2012RPI2007 (MeVix) LUMBER. TOP CHORD 2x4 OF 18DOF 1.6E or 2x4 DF No.1 SBV or 2x4 DF -N 180OF 1.6E BOT CHORD 2x4 OF 18NF 1.6E or 2x4 DF No.%Btr or 2x4 DF -N 180OF 1.6E WEBS 2x4 DF Stud/Std REACTIONS. (lb/size) D=-85/Mechanical, B=390/0.5.8 (min. 0-1-8) Max Horz D=85(LC 8) Max UPIiftD=-85(LC 1), B=.129ILC 8) Max Grev D=51 (LC 12), B=390(LC 1) FORCES. (Ib) - Max. Camp IMax. Ten. -All forces 250 (Ib) or less except when shown. BRACING - TOP CHORD Sheathed or 1-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 1 Mitek recommends that Stabilizers and required cross bracing be installed dunng� ._truss erection, in aocordanca with Stabilizer Installation 9bids. NOTES - 1) Wind. ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCOL=4.2psf; BCOL=4.2psf, h=25ft; Cat. 11; Exp C. enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 100 psf bottom chord live load nonconcunent with any other Ilve leads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3&0 tall by 2.0.0 wide wttl Bl between the bottom chord and any other members. 4) Refer to glyder(s) for trusts to Iuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t00It, uplift at pantie) D except 01=11h) B=129. 6) This Muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSPTPI 1. 7) "Semi-rigid pitchbreaks with fixed! heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard DEPL. in (loc) DEFLL) PLATES GRIP GRIP -0.in B >9en 360 99 GO Ll W Ven(TL) -0.00 B >999 240 L BRACING - TOP CHORD Sheathed or 1-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 1 Mitek recommends that Stabilizers and required cross bracing be installed dunng� ._truss erection, in aocordanca with Stabilizer Installation 9bids. NOTES - 1) Wind. ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCOL=4.2psf; BCOL=4.2psf, h=25ft; Cat. 11; Exp C. enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 100 psf bottom chord live load nonconcunent with any other Ilve leads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3&0 tall by 2.0.0 wide wttl Bl between the bottom chord and any other members. 4) Refer to glyder(s) for trusts to Iuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t00It, uplift at pantie) D except 01=11h) B=129. 6) This Muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSPTPI 1. 7) "Semi-rigid pitchbreaks with fixed! heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard DEPL. in (loc) DEFLL) PLATES GRIP GRIP -0.in B >9en 360 99 GO MT20 Ven(TL) -0.00 B >999 240 L HOR(TL) -0.00 B rJa We Wind(ILL) 0.00 8 240 Weight: 9 I FT=20% BRACING - TOP CHORD Sheathed or 1-5-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. 1 Mitek recommends that Stabilizers and required cross bracing be installed dunng� ._truss erection, in aocordanca with Stabilizer Installation 9bids. NOTES - 1) Wind. ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCOL=4.2psf; BCOL=4.2psf, h=25ft; Cat. 11; Exp C. enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed ;Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 100 psf bottom chord live load nonconcunent with any other Ilve leads. 3)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3&0 tall by 2.0.0 wide wttl Bl between the bottom chord and any other members. 4) Refer to glyder(s) for trusts to Iuss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding t00It, uplift at pantie) D except 01=11h) B=129. 6) This Muss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSPTPI 1. 7) "Semi-rigid pitchbreaks with fixed! heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard Job _ _- J03C ---- - Trus -T a- _-_—--_-_-..- _. 1 P Cry 1]-0]9992T 403C Jack -Close- 1 1 an BMC WEST (IDAHO FALLS) IDAHO FALLS, 1083402 RID8.000a Ju hG Re aJ 152018BYft 8.000sJ -5-11 G8Vft5LFgyluk + 1511 2-0-0 1-511 LOADING fpf) SPACING- 2-0-0 CSI. DEFL. in floc) Wall Utl PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 029 Verl(LL) -000 B >999 360 M720 2201195 TCDL 7.0 Lumber COL 1.15 BC 001 Verl(TL) 000 B >999 240 BCLL 0.0Rep Stress 1. VES WB 000 Horz(TL) -000 B Na Na BCDL 7.0 Cotte IRC201bTPI2007 (Malnx) r Mini000 B "" 240 Weight 9 H FT= 20% LUMBER- BRACING - TOP CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.18Btf or 2.4 DF -N 1800F 1.6E TOP CHORD Sheathed or 1.611 oc purlins, except end vedicels. BOTCHORD 2x4 DF 180OF 1.8E or 2x4 DF Ni or 2x4 DF -N 18DOF 1.6E BOTCHORD Rigid ceiling directly applied or 10d 0 oc bracing. WEBS 2.4 DF StuNSttl MiTek recommends that Stabilizers and require -T cross bracing be Installed tludrg buss erection, in accordance with Stabilizer_ Installation girdd REACTIONS. (lb/size) D=-85IMechaniwl, B=390/0.5 -B (min. 0.1-8) Stabilizer Max Horz D=85(LC 8) Max UpliftDi 11, 8=.129(LC 8) Max Gray D=51 (LC 12), 8=390(LC 1) FORCES. (Ib) - Max. Comp IMax. Ten. -Aft forces 250 (Ib) or less except when shown. NOTES - 1) Wind ASCE 7-10; VUIt=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf, BCDL=4.2pst', h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 2) This truss has been designed for a 10.0 psf bottom chord live load norx,oncunent with any other live loads. 3)' This truss has been designed for a live load of 20.0ps1 on (he bottom chord In all areas where a rectangle 3&0 tall by 2-0-0 wide wilt fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss mnnedlons. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 10016 uplift adjoint(s) D except at=lb) B=129. 6) This Imes is designed in accordance With the 2012 International Residential Cade sections R502.11.1 and R802.10.2 and referenced standard ANSIl7PI 1. 7) "Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASES) StarMartl -ru Job- Truss 17-079492T 'K01 BMC WEST IDAHO FALLS). IDAHO FALLS, ID 83402 - -2-0-0 2-0-0 Truss Type - - Qiy ��PN Common Supported Gable 1 1 -. _Job RJ Run. 8.000 s Jul 15 2016 Print: 8.0 ID:2mdl68ho3lEhrGBYft6LFgl 2-9-B 5-7-0 2-9A ''---_.._.298.. 5-7-0 5-7-0 2-M � o I� LOADING(pl SPACING- 200 CSI. DEFL. in floc) Vdefl Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.28 Verl(LL) -0.06 E Nr 120 MT20 2201195 TCDL TO Lumber DOL 1.15 8C 0.04 VehjTQ -0.08 E Nr 120 BCLL 0.0Rep Stress lncr VES WB 0.02 Hore(Tly 0.00 D We Na BCDL 7.0 Code IRC2012(TPI2007 (MaNx) Might: 2611, FT=20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800F 1.6E or 2x4 OF No.16BV or 2.4 DF -N 18OF 1.6E TOP CHORD Sheathed or 5-7-0 oc purlins. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 180OF 1.8E BOT CHORD Rigid tailing directly applied or 10-0-0 ca bracing. OTHERS 2x4 OF StudlStd MiTek recommends that Stabilizers and required vola bracing be Installed during REACTIONS. (I e) B=37218-7-0 (min. 0.1-8), D=3]2/5-7.0 (min. 0-1-8), F=752/57-0 (min. P1 -e) buss, erectlon In accordance with Stabilizer Installationuide. Maxx Horz B= 8) Max UplittB=-123(L723(LC 8), D=-135LC 9) FORCES. (Ib) - Max. Cwnp.IMax. Ten. - All forces 250 (Ib) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=115mph (3 -second! gust) V(IRC2012)=91 mph; TCDL=4.2psf•, BCDL=4.2psf: h=25fi; Cat. II; Exp C; enclosed; MINERS (envelope) gable end zone; cantilever left and right exposed ; Lumbar OOL=1.33 plate gnp DOL=1.33 3) Truss designed for wind loads in the plana of the those only. For studs exposed to wind (normal to the face), an Standard Industry Gable End Details as applicable, or consult qualifietl building designer as per ANSUI'PI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2.0.0 ac. 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 300 Ia11 by 200 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of Vuss to bearing plate capable of wi0rstanding 10011, uplift at joint(s) except 01=11b) B=123, D=135. 9) Beveled plate or shim required to provide full bearing surface with Imss Word at joints) D. 10) This tmss is designed in accordance with the 2012 International Residential Code sections 8502.11.1 and 8802.10.2 and referenced standard ANSUTPI 1. 11) "Semi-rigid pilchbreaks with fixed heels" Member eM fixity model was used in the analysis and design of this trues. LOAD CASES) Standard Job Truss Truss Type 17A79492T K02 Common BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 2-9-8 98 Qty Ply 5-7-0 2-9-8 'I s _ 2-9-8 — +--------- 5-7-0 — -- — --- 2-9-8 2-9-8 LOADING(ps0 SPACING 240 CSI DEFL in fico) Wall L/d PLATES GRIP TCLL 350 Plate Grip DOL 115 TC 006 Ver(LL) 001 AD >999 360 MT20 220/195 TCDL 70 Lumber DOL 115 BC 014 VeA(TQ 001 AD >999 240 BCLL 00Rep Stress lncr NO WE 010 H=(TL) 000 C Na Na BCDL 70 Code IRC2012rTP12007 (Metro) Wnd(LL) 000 D >999 240 Weight 39 lb FT=200 LUMBER- SPACING. TOP CHORD 2x4 OF 18D0F 1.6E or 2.4 OF N0.1&Btr or 2.4 DF -N 180OF 1.6E TOPCHORD Sheathed or 5-7-0 oc purlins. BOT CHORD 20 OF 18DOF 1.6E or 2x4 OF Iwl&Btr or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or l0 -0A oc bracing. WEBS 2x4 OF Stud/Std REACTIONS. (lb/size) A=590/058 (min. 0-1-8), C=7281U55 (min. 0,7-8) Max Horz A=-50(LC 23) Max UpIifIA=-72(LC 8), C=-81(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD A -B=593/71, B -C=593/71 BOT CHORD A -E=-31/434, 0-E=-31/434, D -F=-31/434, C -F=-31/434 WEBS B -D=-7/434 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131''sT) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9.0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 8 noted as front (F) or back (B) face in the LOAD CASE(%section. Pry to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu11=115mph (&second gust) V(IRC2012)=91 mph; TCDL=4 2psl; BCDL=4.2pst h=25ft; Cat II: Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed Lumber DOL=1.33 plate gnp DOL=1.33 5) This Voss has been designed for a 10.0 lost began chord live load nwoconlcument with any other live loads. 6) - This truss has been designed for a live bad of 20.0psf on the Whom chord in all areas where a rectangle 3-64 tall by 2-0-0 wide will ft between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 D to uplift at joints) A. C. 8) This truss is designed in accordance with the 2012 Interregional Residential Code sections R502.11.1 and R802, 10.2 and referenced standard ANSIrFPI 1. 9) "Semi-rigid pitchbreaks with fixed heels' Member antl fixity model was used In the analysis and design of this truss. 10) Hangers) or other connection device(s) shall be provided sufficient to support concentrated loads) 270 lb down and 28 Ib up at 1-1-12, and 2701b dawn and 281b up at 3-1-12, and 275Ib down antl 23 Ib up at 5-0-0 cn bottom chord. The deslgNselection of such connection devices) Is the responsibility blathers, LOAD CASE(S) Standard 1) Dead s Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (pIQ Ven: A -B=54, B -C=-84, A -C=14 Concentrated Loads pal Ver: C=-275(8) E=-270(8) F= -270(B) Job Truss 17.0794927 P801 BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 e Truss Type Ory ..,Pty - Piggyback 17 1 2-0-11 2.0-11 4-1-5 4-1-5 Plate Offsets1XYJ._LC_P2-0Etlgel LOADING lost) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud I PLATES GRIP TCLL 350 Plate Grip DOL 1.15 TC 002 Vertft-Q 0.00 0 n/r120 MT20 220/195 i TCDL 7.0 Lumber DOL 1.15 BC 0.04 VBd(TL) 0.00 D Nr 120 I BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Ho2(TL) 0.00 D No Na BCDL 7.0 Code IR02012/TP12007 (Matrix) j Weight: 10 to FT=20h LUMBER- BRACING- ' TOP CHORD 2x9 OF 1800F 1.6E or 2x4 OF No.1&Btr or 2x4 DF -N 18NF 1.6E TOP CHORD Sheathed or 4-1-5 oc pudins. BOT CHORD 2x4 OF 180OF 1.6E or 20 DF No.1&B1r or 2x4 DF -N 180OF 1.6E BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. ' MiTek recommends that Stabilizers aM requiretl cross bracing be Installetl tludrg truss erection, in accordance with Stabilizer Installation uide. Miss _ REACTIONS. size) B= -C (min. 41-8), D=18912-7-8 (m1n. 0.1-8) Max Hoa B=31 ftLC 7)) Max UpliftB=-37([C 8), 0=-37(LC 9) FORCES. (lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced reef live loads have been considered for this design, 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psL h=25X; Cat. 11; Exp C; enclosed; MWFRS (envelope) gable end zone; cantilever left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pat bottom chord live load noncanwrrent with any other live loads. 5)' This truss has bean designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3&0 tall by 2-0.O wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of house to beading plate capable of withstanding 1001b uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Cade sections R502.11.1 and R802tl0.2 and referenced standard ANSIRPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Sae Standard Industry Piggyback Truss Connection Detail for Connection to base buss as applicable, or consult qualified building designer. LOAD CASES) Slandard Jab Truss Truss Type OtY Ply -- --- -- �17.079492T PB02 Piggyback J _. _ _r `Job fte(ereiwafo tional BMC (NEST (IDAHO FALLS. IDAHO FAILS. ID 83402 - Run: 8.000 s Jul 15 2016 Print: 8.000 s Jul 15 2016 MRek Industrial, Inc. Th ___20_111.. _. _4-15 2-0-11 2-0-11 a 415 __.. .. Plate Offsets (X,V)— IC'&2-0,Etl9e1 LOADING(ps0 SPACING- 2-0.0 CSI. r DEFL. in floc) Wall Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.01 Vert(LL) 0.00 0 Nr 120 MT20 22W195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(TL) 0.00 D Nr 120 BCLL 0.0 Rep Stress Ina VES WB 0.00 Horz(TL) 0.00 D Na Na BCDL TO Code IRC2012TPI2007 (Matrix) Weight: 20b FT 20% LUMBER- BRACING. TOP CHORD 2x4 OF 16001'1 6E or 2x4 DF NOA&Bir or 2x4 OF -N 1800F 1.8E TOP CHORD Sheathed or 4-1-5 oc purlins. BOT CHORD 2x4 OF 1800F 1.6E or 2x4 DF No.t&Str or 2x4 DF -N 1800F 1.6E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc beading. REACTIONS, (INsize) 8=169/2-7.8 (min. 0-1-8),D=169127-8 (min. 0-1-8) Max Hoa 6=31 LC 7) Max UpliftB=.37(LC 8), D=-37(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 IN) or less except when shown. NOTES. 1) 2 -ply truss to be connected together as I011ows: Top chords connected with 10d (0.131'x3') nails as follows: 2x4 -1 row at 090 oc. Bottom chords connected with 10d (0.131'x3"( nails as follows: 2x4 -1 row at 0-9-0 oc. 2) All loads are considered equally applied to of plies, except if noted as front (F) or back (8) face In the LOAD CASE(S) section. Ply to ply connections have been provided to dlstdbute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V ftRG20121=91 mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; Cal. Il; Exp C; erclosed; MWFRS (envelope) gable and zone; cantilever left and right exposed Lumber DOL=1.33 plate grip DOL=1.33 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 1 O psi bottom chord live load nonconcunent with any other live bads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 31'0 tall by 2.0.0 wide will f8 between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing Wale capable of withstanding 100 to uplift at joings) B, D. 9) This truss is designed In accordance with the 2012 International Residential Cade sections R502.11.1 and R802.10 2 and referenced standard ANSI7fPl 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. LOAD CASES) Standard Job Tmss 'Turas Type r17 -079492T 1 P803 Piggyback BMC WEST (IDAHO FALLS), IDAHO FALLS. ID 83402 -- 3 .2-0'11 -- - _- -- 2-0-11 TOY �1 416 Plate Offsets(%.Y) (C:0-2-04-1-5EE9e1 LOADING (Pat) SPACING- 2-06 CIA. DEFL, in (loc) gdeft Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.01 Ver(LL) 0.00 D rY( 120 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.02 Vert(Tty 0.00 D n/r 120 BOLL 0.0Rep Stress lncr YES WB 0.00 Horz(TL) 0.00 D Na We BCDL 7.0 Code IRC2012JTPI2007 (Matrix) Weight: 20 to Fr 20% LUMBER- BRACING - TOP CHORD 2x4 OF 1800E 1.6E or 2x4 DF No.18Btr or 2x4 DF -N 180OF 1.8E TOP CHORD Sheathed or 4-1-5 oc forms. BOT CHORD 2x4 OF 180OF 1.6E or 2x4 DF No.18BU or 2.4 DF -N 18WF 1.6E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 13=16912.76 (min. 0-1-8), D=16912.7-8 (min. 0.1-8) Max IT=B=31(LC 7) Max UpliftB=-37(LC 8), 0=-37(LC 9) FORCES. (Ib) - Max. CompJiMax. Ten. -All forces 250 (Ib) or less except when shown. NOTES. 1) 2 -ply truss to be connected together as follows: Top chords connected with 10d (0.131-4") nails as follows: 2x4- 1 row at 0-9.0 ce Be#= chards connected with led (0.131-x3-) nails as follows: 2x4 - 1 row at 0-9-0oe 2) All loads are considered equally applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loatls noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered far this design. 4) Wind: ASCE 7-10; Vu11=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; Cat. II; Exp C; enclosed; MWFRS (envelop) gable end zone; canUlever left and right exposed Lumber DOL=1.33 plate grip DOL=1 33 5) Gable requires continuous bottom chord bearing. 61 This truss has been designed for a 10.0 psf bottom chord live load nonconcunant 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 36-0 tall by 2O wide will ft between the behom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint's) B. D. 9) This truss is designed in accordance with the 2012 International Residential Cotle sections R502.11,1 and R802.10.2 and referenced standard ANSVTPI 1. 10) 'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this Was. 11) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qual'ded building designer. LOAD CASE(S) Standard a Job Truss J7-079492 P1304 BMC WEST (IDAHO FALLS). IDAHO FALLS, ID 83402 i Truss Type - ah PN l - Pqgybeck Job ,000a Jul -- Ru¢8.000s Jul 152016Print. gyiu sJul ID:2md168ho31EhrG8V4-0-11 lukw-K 2-0-11 4-0-11 2-0-0 '_ Plate Offsets (X Y)_-1C_0.2-0,Etlge) __ _ __ Truss Type - ah PN l - Pqgybeck Job ,000a Jul -- Ru¢8.000s Jul 152016Print. gyiu sJul ID:2md168ho31EhrG8V4-0-11 lukw-K 2-0-11 4-0-11 2-0-0 '_ Plate Offsets (X Y)_-1C_0.2-0,Etlge) __ _ __ LOADING(pst) SPACING- 2-0.0 CSI. TELL 35.0 Plate Grip DOL 1.15 TC 0.02 TOOL 7.0 ! Lumber DOL 1.15 BC 0.04 BCLL 0.0 Rep Stress lncr VES WB 0.00 BCDL 7.0 Code IRC2012 1`12007 (Matrix) LUMBER - TOP CHORD 2x4 DF 180OF 1.6E or 2x4 DF No.18Blr or 2x4 OF -N 1800F 1.6E BOT CHORD 2x4 DF 180OF 1.6E or 2x4 DF No. 18Btf or 2x4 OF -N 1800F 1.6E DEFL in (loc) Vdefl IJd PLATES GRIP Voi 0.00 D or, 120 MT20 220/195 Ved(TL) 0.00 D Nr 120 HOa(TL) 0.00 D No Na Weight: 10 lb FT=20% BRACING- - TOPCHORD Sheathed or 4-0.11 oc pudins. BOTCHORD Rigid ceiling directly applied or l O -M oc bracing. Mri recommends that Stabllizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer lnst_allafion guitle__ -- .. _... REACTIONS. (Iblsize) B=169/2-7-8 (min. 0.1-8), 0=16812-7-8 (min. 0-1-8) Max Horz B=3HLC 7) Max UpliBB=-37(LC 8), D=-361LC 9) FORCES. fib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES. 1) Unbalanced roof live bads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=115mph (&second gust) VORC20/2)=91mph1 TCDL=4.2psf; 9CDL=4.2psf; h=25%; Cat II; Exp C; enclosed; MWFRS )envelope) gable end zone; cantilever left and right exposed Lumbar DOL=1.33 plate grip DOL=1.33 3) Gable requires continuous bosom chord bearing. 4) This truss has been designed for a 10.0 psf boftom choly live load nonconcunent with any other live loads. 5) - This Vass has been designed for a live load of 20.0psf on the bi chord in all areas where a rectangle 3.6.0 tall by 20.0 wide will fit between the bottom chard and any other members. 6) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 1001b uplift at joint(s) B, D. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIRPI 1. 8) "Semi-rigid pitchbreaks wish fixed heeis' Member end fixity model was used in the analysis and design of this buss. 9) See Standard Industry Piggyback Truss Connection Detail for Connection to base boss as applicable, or consult qualified building designer. LOAD CASE($) Standard