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Home My WebLink AboutTRUSS SPECS - 16-00689 - Central Storage - New UnitsScale=1:90.0 3.00 12 5x6 = ' 60 14 15 16 17 18 61 4x6 = 58 57 56 55 54 53 52 51 5049 48 47 46 45 44 43 42 M 40 39 3837 36 35 34 33 32 4x6 = 3x6 = 5x6 = 3.6 = Plate Offsets (X,1)-- f45:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI- DEFL in (Ice) Well L/d PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.04 Vert(LL) 0.00 30 air 120 MT20 220/195 TCDL 8.0 Lumber DOL 1.15 BC 0.03 Vert(TL) 0.00 31 Nr 120 BCLL 0.0 Rep Stress Incr YES WB 0.14 Horz(TL) 0.00 30 n/a nta BCDL 8.0 Code IRC2012/TPI2007 Matrix -R Weight:317Ib FT=O% LUMBER- BRACING - TOP CHORD 2x6 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 DF 180OF 1.6E or 2x4 OF No.1&Btr BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer RFJICTIONS. All bearings 54-8-0. Installation guide. 11b) - Max Horz2=47(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58,44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 30 Max Gmv All reactions 250 lb or less atjoint(s) 45, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33 except 2=251(LC 1), 58=316(LC 21), 32=08(LC 22), 30=251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-58-263/1136,29-32=263/136 NOTES- 11 OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuit=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psh BCDL=4.2psf; h=25ft; 6=45ft; L=55ft; eave_21t Cat. ll; Exp B; enclosed; MWFRS (directional) and C -C C rmer(3) -1-0-11 to 44-15, Exterior(2) 4-4-15 to 274-0, Comer(3) 2711-0 to 32-9-10 zone; cantilever left and right exposed ; end vertical left and right exposedC-C for members and forces & MWFRS for reactions shown; Lumbar DOL --1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (name[ to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIRPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This two has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 30. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standar) 1; 19 3x6 = 3. 00 12 4x4 6 21 18 17 5x10 M78SH5= 3x6 = 5x6 = 6 � \ 4x4 II �� 22 7 16 5x10 M78SH5= 15 14 3x6 = 5x10 M18SH3= 13 3x6 = Scale- 1:69.6 1112 N LA 504= c LOADING (psf) SPACING- 2-0-0 TCLL 35.0 Plate Grip DOL 1.15 CSI. DEFT4061t= H Ud 8.0 Lumber DOL 7.75 0.0 TC 0.73 BC 0.93 Vert(LL)0 Ved(iL)7 pl-p7ES GNPTCDL 300 MT20 220/795BCLL Rep Stress incr YES 8.0 Code IRC2012/TP12--- WB 0-94 Horz(fL)a 2qg M78SHS 220/195BCDL NaMatdx-R LUMBER- Wind(LL)9 240 Weight:2791b FT=O% TQP CHORD 2x6 DF 1800E 1.6E BRACING. BOT CHORD 2x4 DF 2409F 2.0E TOP CHORD Structural wood sheathing directly applied 2-2.0 WEBS 2x4 DF Stud/Std BOTCHORD or oc pudins. Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-1615-16 I 1 recommends that S14bilizere and required cross bracing bet during tntss erection, in REAC710NS. (Ib/size) 1=2772/Mechanical, 11-21385/0-5-8 (min. 0-2-14) accordance with Stabilizer Installation guide. Max Horz 1=-47(LC 10) Max Upliftl=-156(LC 12), 11-190(LC 12) FORCES. (Ib) - Max. Comp.Hvtax. Ten. -All forces 250 (lb) or less except when shown. a TOP CHORD 1 -20 -9330111291-"22!5/837,2-3--8856/754,3.4=-87781761,4-5-73791660, 5-21--5724/555, 6-21-5601/567, 6-225601/560, 7-22--5724/548, 7-8--7343/658. 8-9=-8633!714,9-10=-87121707,10-23=9054/775,11-23.-9132/767 BOT CHORD 1-19-766/8953, 18-19=626/7967, 17-18-62617967, 16-17-511/6729, 15-16=-519/6705, 14-15=621/7897, 13-14.-621/7897, 11-13— 700/8746 WEBS 6-16-13012122, 7-16=1620/173 7-15-191926. it -15-111161140,8-113-2(740 , 10-13=-516/125,5-16=-1647/1761.5-17-2"51, 4-17=-11531150,4-19--29/82b, 2-19-591/152 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; WIWI15mph (3 -second gust) V(IRC2012)=91 mph; TCDL.4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=55ft; eave=Bftt Cat. Ii; Exp B; enclosed; MWFRS (directional) and C -C Ededor(2) 0-0-12 t0 5-6-6, Intedor(1) 5-6-6 to 27-4-0, Ederior(2) 27-4-0 to 32.9-10 zone. can8lever left and dgM ezp^sed ; end ver8gi left and right exposedC-C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live load nonconcument with any other live loads. 5) Peter fo girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of tmss to bearing plate capable of withstanding 100 Ib upliR at jomf(s) except (jt=1b)1=156, 71=180. 7) This truss is designed in ccendncewiththe2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Scale: Vit"=v 3.00 12 5x6 = 4x4 0 7 4x4 5x6 4x4 = 6 92238 5 44 = 5x6 a 2x4 J 4 9 3 W WS 10 20 21 11 1 2 24 7213 5x10 MIBSHS= 20 19 18 16 15 14 5x10 M185HS= 17 3ffi= 5x10 M78SHS= 5xi0MIBSHS= 316= 3x6= 3x6 — 5x10 M18SHS= 9-10.n I 1&7-0I 27-4-0 I 3&1-0 4410-0 __.1 54$-0 _Plate Offsets (XY)— 12:04A2.Edeel (7.0-3-0,0-2-121 [12-0-1-12 Edoel [77:0-5-0 0-3-01 — 07VA ...... LOADING (pso35.0 TCLL 35.0 SPACING- 2-0-0 Plate Grip DOL 1.15 5 / DEFL in poc) Wall Ud PLATES GRIP GRIP TCLL 8.0 Lumber DOL 1.15 TC 0.68 BC 0.90 Vert(LL) Vert(TL) -1.18 17 >582 960 Mi20 5 BCLL 0.0 Rep Stress lncr YES WB 0.93 Horz(TL) -2.0117-18 0.56 12 >324 240 M18SHS 220/195 BCDL 8.0 Code IRC2012/TP12007 Matrix -R Wind(LL) 0.37 17 n1a >999 Na 240 Weight: 2821b FT=0% TOP CHORD 2x6 DF 1800F 1.6E BRACING - BOT CHORD 2x4 DF 240OF 2.0E TOP CHORD WEBS 2x4 DF Stud(Std BOT CHORD WEBS REACTIONS. (Ib/size) 2=2875/0-5-8 (min. 0-2-14),12--2875/0-5-8 (min. 0-2-14) Max Horz 2=47(LC 11) Max Uplitt2=-789(LC 12), 12=-189(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. C TOP CHORD 2 -21= -9096f764,3 -21--9018f771' 3-4= 8675(704, 48=8596!717, 5-6-73041648, 6-22=-5685/545, 7-22=8562/557, 7-23— 5562/557, 8-23=-5685/545, &9= 7304/648, 9-10= 85967717,10-11-8675f704,11-24-90181771, 12-24=-9096/764 BOT CHORD 2-20-698/8711, 19-20= 60977860, 18-19--6090860,1748= 506/6667,16-17=809/6667, 15-16=-61217860,14-15--612f7860, 12-14-695/8711 WEBS 7-17-725/2103, 8-17— 1621/174, &16=19/926, 9-16= 1116/140, 9-14=-2041, 11-14-517/125, 6-77-1627/174, 6-18-19/926, 5-18=-1116/140, 5-20-2/747, 3-20-517/125 Structural wood sheathing directly applied or 23-2 oc pudins. Rigid ceiling directly applied or 9-11-9 oc bracing. 1 Row at micipt 8-17,6-17 beUK recommends that Stabilizers and required cross bmcing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES- 1) OTES1) 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=1.2psf; BCDL_-4.2psf; h=25ft; B-_458;1_-55H;,ave=6ft; Cat. II; Exp B; enclosed; MW FRS (directional) and C -C Exteri0r(2) -1-0-1110 44-15, Interior(7) 4-415 to 27-4-0, Exterior(2) 27-4-0 to 325-10 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL -i.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (#=1b) 2=189, 12-189. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard N d 8upporW Gable Scale =1:66.6 bx6 = 4.00 12 12 13 14 38 37 36 35 34 33 32 31 so 5x6 = 5x6 = 29 28 27 26 4x8 = LOADING (psf) SPAGNG- 2-0-0 CSI. TCLL 35.0 Plate Gdp DOL 1.15 TC EFL in (loc) I'd,APLATES 0.03 TCDL 8.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 GRIP Vert(LL) -0.00 24 NrMT20 220/195 Vert(TL) -0.00 Rep Stress Incr YES 8.0 Code IRC2012RPI2007 WB 0.73 24 NrBCDL Hom(TL) 0.00 24 Na Matrix -R LUMBER- Weight: 235 lb FT = 0 TOP CHORD 2x6 OF 180OF 1.6E BRACING - BOT CHORD 2x4 OF 180OF 1.6E or 2x4 OF No.t&B(r TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc OTHERS 2x4 OF Stud/Std puffins. ROT CHORD Rigid ceiling directly applied or 10-0-0 Oc bracing. 11 i rewmme1 1 that Stabilizers andrequired cross bracing REACTIONS All bearings 40-0-0. be installed during truss erection, in accordance with Stabilizer Installation guide. (Ib) - Max Horz 2= 67(LC 10) Max Uplift All uplift 100 lb or less atjoint(s) 2, 36, 37, 38, 39, 40, 41, 42, 27, 26, 43, 44, 34, 33, 32, 31, 30, 29, 24 Max GfTV All reactions 250 Ib or less at joint(s) 2, 35, 36, 28, 37, 38, 39, 40, 29, 28, 27, 26, 24 41, 42, 43,44, 34, 33, 32, 31, 30, s FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; 8=45ft; L=400; eave,2h; Cat. 11; Exp B; enclosed; MWFRS (directional) and C -C COmer(3)-1-0-14 to 2-11-2, Exterior(2) 2-11-2 to 20-0-0, Comer(3) 20-0-0 to 24-0-0 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL --1.6b 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal 10 the face), we Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSt/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24. 9) This truss is designed in accordance with the 2012 International Residen8al Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job ;USS mss ypety Storage OnMWO(D)RP 13147-16 Al COMMONGIRDER 1 a ,10b Reference toollonall Snake R T aC nnpon m, 1600 Fa11s, ID63401,R bMP x ga Run. 8.0205 Aug 12016 Pnm.9A20sAug ianb Srekl�useres,Inc. WeSeP2014:11232016 Paagge2 NOTES ID:i; y Uq eOgEvl3sFgDPZ"Dg-zW5?r87mux9FU0yDneOAo?wiSSJrDiOVuMWzUyb1CI 3) 4-plytmss to be connected togetherwith 10d (0.131'X3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Bottom chords connected as follows: 1-1/2x11-7/8 - 6 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -2 rows staggered at 0-6-0 oc, Except member 17-7 2x4 -1 row at 0-9-0 oc, member 7-16 2x4 -1 row at 0-8-0 oc, member 16-8 2x4 -1 row at 0-9-0 oc, member 8-14 2x4 -1 row at 0-9-0 ac, member 14-9 2x4 -1 row at 0-9-0 oc, member 9-13 2x4 -1 row at 0-9-0 oc, member 13-10 2x4 -1 row a10-9-0 oc, member 10-12 2x4- 2 rows staggered at 04-0 oc, member 173 2x4 - i row at 0-9-0 M. member 5-18 2x4 - 2 rows staggered at 0-0-0 oc, member 18.42x4 -1 row at 0-9-0 oc, member 4-20 2x4 -1 row at 0.9-0 oc, member 20-3 2x4 -1 row at 0-9-0 oc, member 3-21 2x4 -1 row at 0-9-0 oc, member 21-22x4 -1 row at 0-9-0 oc, member 2-22 2x4 -1 row at 0-9-0 Go. Attach BC w/ 1/2" diam. bolts (ASTM A307) in the center of the member w/washers at 4-0-0 oc. 4) All loads are considered equally applied to all plies, exempt 0 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. 5) Unbalanced roof live loads have been considered for this design. 6) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psG BCDL=4.2psf; h=25ft; 8=45ft; L--40ft save=5ft; Cat. 11; Exp B; enclosed; MW FRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL -1-60 plate grip DOL=1.60 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 last bottom chord live load nonooncurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1579 lb uplift at joint land 1588 lb uplift atjoint 11. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVrP11. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2732 lb down and 196 Ib up at 2-0-12, 273P lb down and 198 lb up at 4-0-12, 273216 down and 196 lb up at 6-0-12,2732 lb down and 196 lb up at 8-0-12,2732 lb down and 198 lb up at 10-0-12,2732 It, down and 196 lb up at 12-0-12,2732 Ib down and 1981b up et 14-0-12, 27321b down and 1961b up at 16-0-12,2732 Jbdown and 1961b up at 18-0-12, 2732 Ib down and 19616 up et 20-0-12, 27321b down and 1961b up at 22-0-12, 27321b down and 196 lb up at 24-0-12, 27321b down and 1961b up at 26-0-12, 2732lb down and 196 Ib up at 28-0-12.2732 Ib down and 19616 up at 30-0-12, 27321b down and 196 Ib up at 32-0-12, 27321b down and 196 Ib up at 34-0-12, and 27321b down and 1961b up at 36-0-12, and 27321b doom and 1961b up at 38-0-12 on bottom 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=l.l5, Plate Increase --1.15 Uniform Loads (pit) Vert: 1-6=-43. 6-11--43.1-11-40 Concentrated Loads (1b) Vert: 19=-2732(8)17_ 2732(B)15= 2732(8) 23=-2732(6) 24--2732(B) 25-2732(B) 26=-2732(B) 27=-2732(B) 28=-2732(B) 29-2732(6) 30=2732(8) 31=-2732(6) 32=2732(8) 33=2732(6) 34=-2732(8) 35=-2732(8) 36-2732(8) 37=-2732(8) 38-2732(B) 8x16MI88HS= i Run, 8:20s Au IW16Pdni 12 164-14 20.0-0 ID:poycUgba900EYISSF 3-72 2&7-2 27-2-4 3-7-2 3.7-2 3-7 2 4-00 V2 5x10 M78SHS II 4x6 % 6 7x8 < /mom 46 &100 7x16MT18HS� 4 5x10 M78SHS 5x10 M78SHS 3 2 23 24 22 25 26 21 27 12x18 MT18HS= 1202= 3x6 If 7x8 8 2820 79 18 29 3U --� 17 31 16 32 15 74 33 10x18 M78SHS= 7xl4M78SHSII 12x12= 8x10 = 8x10 = 12x12 = 10x16 M18SHS= Scale =1:70.1 7x16 MT18HS¢ 9 9x10 M78SHS_ 10 8x16 M78SHS= it 3413 ?12 38 37 38 b 12x12= 3x611 12x18 MT18HS= LOADING SPACING- 1-0-0 1 L TCLL - - --"' `•-•'-..vro-,c zcu-3-120-15 -' 35.0 35.0 Plate Gdp DOL 1.15 TCDL 8.0 Lumber DOL 1 15 TC 0.96 DEFL in Vert(LL) -0.81 (loo) Well L/d 18 >5B4 360 PLATES GRIP BCLL 0.0 BC 0.98 BCDL qp,p Rep Stress lncr NO WB 0.76 Code Vert(TL) -1.39 Horz(TL) 0.29 i8 >3q3 240 MT20 137/130 M78SHS 737/130 IRC2012Rp12007 Matdx.SH Wind(LL) 0.26 17 Na Na 18 >999 MT18HS 137/130 LUMBER- - 240 Weight: 172816 FT=O% TOP CHORD 2x6 DF 1800F 1.6E 'Except' BRACING T7: 2x6 DF 2400F 2.0E TOP CHORD BOT CHORD 1-1/2x11.7/8 LP-LSL 1.75E BOT CHORD Structural wood sheathing diway applied or 32-10 oc pudins- Rigid ceiling directly applied 10-0-0 WEBS 2x4 DF Stud/Std *Except* or oc bracing. W9: 2x4 DF 2400E 2.0E OF I 6E or 2x4 DF No. I&Btr SLIDER eft 2X4 DF2OOFO20E16-8-1ZRight 2x4 DF 2400F 2.0E 6-8-12 REACTIONS- (lb/size) 1=27524/0-5-8 (min. 0-4-130 1=276 6 3/0-5-8 (min. 0-4-14) �r Max Ho¢ 1= 31(LC 23) Max UPIift7-1579(LC 8),11- 1588(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=75946/4365, 2.?= -71756/4132, 3-0- 61837/3576, 4-5- 53383/3092, 5-6--47039/2734, 6-7-47039/2734,7-8--53371/3091, 8-9-6188213573,9-10-71697/4129, 10-11-75932/4364 BOT CHORD 1 -23= -4184172963,23-24--4184172963,22-24=-4184/72963 -23=-0184!72963, 23-24=-4184/72963, 22-24=-4184/72963, 22-25=-4184/72963, 25-26-4184/72963,21-26_--4184/72963,21-27=-3843/67180,27-28= 3843/67180 20-28=5643/67180. 19-20= 3339/58532, 19-29-3339/SBW2, 18-29-3339/58532: 1830= 2876/50594, 1750= 2876/50594, 1751= 2875/50502,1651=-2875/50582, 1632-9336/58481, 1532-3336/58481, 14-15=3336158481, Y459-5840/67125, 3354_840/67125,1334=5840/67125, 1335=-4183/72952 3556--4183/7295 12 36= -4183f72952,12 -37=-4783/72952,3738=-4183/72952,71-38_--4183/72952 WEBS 6-17=-1658128777, 7-17-10462/611, 7-16--622/1 1 0 0 6, 8-76= 11-38 11, /728-14-863/117199 , 9 -14 -10860/633,9 -13-694/12288,10-13-6311/371,10-02=-1963/133,5-17-10484/613, 5-18=-623/11028, 4-18--12246/714, 4-20= 666/11778, 3-20=-10864/634, 3-21= fi9q/12294, 2-21=-62661360,2-22= 1993(135 NOTES. 1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web bads equally between all plies. Continued on page 2 Scale =1:90.0 3.00 12 5x6 = 60 14 15 16 17 18 fit wxb= ao br 5b bb 54 53 52 51 Qu 49 48 47 46 45 44 43 42 41 40 39 3837 36 35 34 33 32 46= 3x6= 5x6= 3x6 = U 6 plate Offsets (X,Y)- BRACING f45:0-3-0,0-3-01 TOP CHORD 2x6 DF 1800F 1.6E TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.Y&Btr BOT CHORD Rigid ceiling directly 10-0-0 OTHERS 2x4 DF Stud/Std LOADING (pst) TCLL applied or oc bracing. SPACING 2-M CSI. DEFL in (fee) 1/def! L/d PLATES GWP 35.0 TCDL 8.0 Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.04 BC Vert(LL) 0.00 30 ntr 120 MT20 220/195 BCLL 0.0 Rep Stress Incr YES 0.03 WB 0.14 Vert(TL) Hom(TL) 0.00 0.00 31 30 n/r n/a 120 n/a BCDL 8.0 Code IRC2012/TPI2007 Matrix -R Weight: 31716 FT = 0% LUMBER- BRACING TOP CHORD 2x6 DF 1800F 1.6E TOP CHORD Structural mod sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 DF 1800E 1.6E or 2x4 DF No.Y&Btr BOT CHORD Rigid ceiling directly 10-0-0 OTHERS 2x4 DF Stud/Std applied or oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 548-0. Installation guide. (fb) - Max Ho¢ 2= 47(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 2, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 30 Max Grav All reactions 250 Ib or fess at joint(s) 45, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33 except 2=251(LC 1), 58=316(LC 21), 32=Y76(LC 22), 30=251(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All tomes 250 (lb) or less except when shown. WEBS "(1-2631136, 29-32-26&136 NOTES- 1) OTES1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL=4.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=55ft; eave=2h; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Comer(3) -1-0-11 to 4-4-15, Exterior(2) 4-415 to 2740. Comer(3) 27-4-0 to 32-9-10 zone; cantilever left and right exposed ; end verges[ left and rightexposed;C-C for members and fomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 ANSII TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires conflnuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 46, 47, 48, 49, 50, 52, 53, 54, 55, 56, 57, 58, 44, 43, 42, 41, 40, 38, 37, 36, 35, 34, 33, 32, 30. 9) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVFPI 1. LOAD CASE($) Standard 3.00F1_2 5x6 = 44 6 5 21 Sz6 � 4x4 4 2x4 �� 3 W5 1 3 2 2 1 504 = 19 18 17 16 3x6 = 5x10 M78SHS= Sx10 M18SHS= 3x6 = Scale =1:89.6 4x4 227 4x4 5x6 x 8 9 2x4 10 23 1112 m 15 14 13 0 3x63x6 = 5x14 = = 5210 M18SHS= 9-10-0 18-7-0 27-4-0 36-1-0 8-9-0 a_an 44-10-0 Sf-B-O 9-10-0 nate vnsers n r— 1:u -U -u U -U-0 f6:0-3-0,0-2-121, 11:0-0-0 0-04 16:0 5-0,03 0 WEBS t Row at midpt 7-18,5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer LOADING (psf) TCLL 35.0 SPACING- 2-0-0 CSL DEFL in (100) Well L/d PLATES GRIP TCDL 8.0 Plate Grip DOL 1.15 Lumber DOL TC 0.73 Vert(LL) -1.19 16 >550 360 MT20 2201195 BCLL 0.0 1.15 Rep Stress Incr YES BC WB 0.93 Vert(TL) -2.0616-17 >317 240 M18SHS 220/195 BCDL 8.0 Cade IRC2012(rPI2007 0.94 Matrix -R Hom(TL) Wind(LL) 0.57 0.38 11 16 We We >999 240 WeighC279lb FT=O% TOP CHORD 2x6 DF 1800E 1.6E BOT CHORD 2x4 OF 2400F 2.0E WEBS 2x4 DF Stud/Std REACTIONS. (Ib/size) 1=2772/Mechanical,11=2885/0-5-8 (min. 0-2-14) Max Hom 1=-47(LC 10) Max UpIiR1= 1568 C 12), 11-190(LC 12) BRACING- TOPCHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS t Row at midpt 7-18,5-16 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouride. FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. a TOP CHORD 1-20=-9330/829,2-20=92251837,2-3--8856/754,3-4=,8778f761, 45=-7379/660, 5-21-5724/555.6-21-5601/567.6-22---5601/560,7-22=-5724/54s, 7-8= 7343/658, 8-9-8633014,9-10-8712/707, 10-23=-90541775,11-23=-9132r767 BOT CHORD 1-19--766/8953,18-1 "2e/7967,17-18"28/7987. 16-17= 511/6729,15-16=-519/6705, 14-15-621/7897,13-14=-621/7697,11-13=-700/8746 WEBS 6-16=-130/2122,7-16= 1620/173,7-15- 19/926,8-15=-1116/140,8-13=-2(740, 10-13-5161125, 5-16=-16471176, 5-17- 261951, 417= 1153/150, 419= 29/820, 2-19=-591/152 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psQ BCDL=4.2psf; h=25ft; B-45ft; L=55ft; eave-6ft; Cat. II; Exp 6; enclosed; MWFRS (directional) and C -C Exterior(2) 0-0-12 to 5-6-6, Interior(1) 5-6-6 to 27-4-0. Exterior(2) 27-4-0 to 32-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed,"" for members and forces & MWFRS for reactions shown; Lumber DOL --1.60 plate grip DOL -1.60 3) All plates areMT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 1=156, 11-190. 7) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSViPI 1. LOAD CASE(S) Standard Scale: 1/8"=1' 3.00 12 4X4 % 5x6: 4x4: 6 22 5 2X4 O 4 3 W 5 21 u 1 2 BI 5x6 = 7 W . . 4x4 238 4X4 x 5x6 9 10 2X4 i 11 24 1213 6 5x10 M18SHS= 20 19 1877 16 15 3x6 = 5X10 M16HS= 74 3X6 = 5X10 M18SHS= 3x6 — 5x10 M18SHS= 3X6 = 5x10 M18SHS= 9-10-0 18-7-0 27-40 9-10-0 8-40 36-1-0 4470.0 Sq -g0 Plate Offsets — 294-12 Ed a. 7:0-3-00-2-19, 12:0-1-12 Ed a 17:0-5-0.03-0l&� eAO 9-t0.O LOADING (psf) SPACING- 2-0-0 CSL OEFL TCLL 35.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) in (too) Vdefl L/d PLATES GRIP TCLL 8.0 Lumber DOL 1ES BC 0.90 -1.16 17 >562 360 MT20 220/195 Vert(TL) -2.0117-18 BCDL 0.0 Rep Stress Inch YES WB 0.93 BCDL >324 240 M188HS 220/195 Hom(rL) 0.56 12 8.0 Code IRC20127rP12007 Matrix -R n/a n1a Wind(LL) 0.37 17 >999 240 Weight: 2821b FT=Oh LUMBER- TOP CHORD 2x6 DF 0F 1.6E BRACING BOT CHORD 2x4 F 240OF2.0E 24 TOP CHORD Structural wood sheathing directly applied or 2-3-2 OG pudins. WEBS 2x4 D OF Stud/Std BOTCHORD Rigid ceiling directly applied or 9-11-9 oc bracing. WEBS 1Row at midpt 8-17,6-17 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=2875/05-8 (min. 0-2-14),12=2875/05-8 (min.0-2-14) Installation guide, Max Hoa 2=47(LC 11) Max Uplift2-189(LC 12), 12>189(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 0 TOP CHORD 2-21--9096(764, 3-21-9018,771, 3-4=-8675/704, 45= 8596/711, 55=-7304/648, 6-225085/545, 7-22=-5562/557, 7-23=-5562/557, 8-23= 5685/545, 8-9= 7304/648, 9-10-8596/711, 04,111-24=-90118/771 12-24---9096/764 BOT CHORD 2-20"98/8711, 19-20- 608n860, 18-1-"09/7860:17-18-506/6667,16-17-509/6667, 15-16=-612/7860,14-15-612t7860,12,14--695/8711 WEBS 7-17- 125/2103, 847= 1621/174, 8-16= 19!926, 9-16=-1116/140, 9-14= 27741, 11-14= 517/125, 6-17=-1621/174, 6-18-19/926, 5-18=-7116/140, 5-20=-21741, 3-20=5177125 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; 13CDL=4.2psf; h=25ft; B=450; L=55ft; eave=80; Cat. II; Exp B; enclosed; MWFRS (directional) and C -C Extedor(2)-1-0-11 to 441,15, Interior(1) 4-4-15 to 27-4-0, Extedor(2) 27-4-0 to 32-9-10 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1.60 3) All pfates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chard live load nonconcunent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 61=1b) 2=188, 12=189. 6) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard o mss mss yps ry y 310MgeunnsW0fm)RP 8147146 AIG Cam monsuppore41iable 1 1 LOADING (psf) SPACING 2-" CSI. DEF. ------ Job Reference fopro ep Scale =1:66.6 bxs = 4.00 12 12 13 14 4x6 = 4xa = 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 = 5x6 = Plate Offsets (X Y)- f33:0 -3 -0,0 -3 -OL f37 V-3-0 0-3-01 TOPCHORD 2x6 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF Stud1Std MITek recommends that Stabilizers and required cross bracing LOADING (psf) SPACING 2-" CSI. DEF. in (loc) Well Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) -0.00 24 rdr 120 MT20 2201195 TCDL 8.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 24 nfr 120 BCLL 0.0 Rep Stress lncr YES WB 0.13 Horz(rL) 0.00 24 nfa Na BCDL 8.0 Code IRC2012JTP12007 Matrix -R Weight235lb FT=O% LUMBER- BRACING- RACINGTOP TOPCHORD 2x6 DF 180OF 1.6E TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pudins. BOT CHORD 2x4 DF 1800F 1.6E or 2x4 DF No.1&Blr BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. OTHERS 2x4 DF Stud1Std MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. All bearings 40.0-0. Installation guide. (Ib) - Max Horz 2=.67(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 Max Grav All reactions 250 Ib or less atjoint(s) 2, 35, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27, 26, 24 o FORCES. (lb) - Max. Comp./Max. Ten. -All fomes 250 (lb) or less except when shown- NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91 mph; TCDL-1.2psf; BCDL=4.2psf; h=25ft; B=45ft; L=40ft; eave=2h; Cat. II; Exp B; enclosed; MW FRS (directional) and C -C Comer(3)-1-0-14 to 2-11-2, Exterior(2) 2-11-2 to 20-0-0, Comer(3) 20-0-0 to 24-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C.0 for members and fomes & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind loads in the plane of the from only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIrrPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 8) Provide mechanical connection (by other:) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 36, 37, 38, 39, 40, 41, 42, 43, 44, 34, 33, 32, 31, 30, 29, 28, 27,26.24. - 9) This truss Is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802A 0.2 and referenced standard ANSIrTPI 1. LOAD CASE(S) Standard o mss runs lype Uly Fly A swrage unitsel20(M)HP 614TJ-16 Al cOMMONGIRDEfl 1 4 Job Reference o fi0na1 Slake Brver Tmssa Cpmponems, I4abo Fells, ID 83801, Ratan Petttngil Run:8.0205 Au 12m6PrinrH.0205Aug i mui ATekln4us m.1ne Tue5ep2014:112320t6 Pa 2 ID:1; y UgbAoEvt3sFpDpDojDg-z VV57r67mux9FUOyDneOAo7wJ5SJrDiQYUMWzUyolGl 3) 4 -ply tress to be connected togetherwith 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 cc. Bottom chords connected as follows: 1-1/2x11-7/8 - 6 rows staggered at 0-4-0 cc. Webs connected as follows: 2x4 - 2 rows staggered at 0-6-0 cc, Except member 17-7 2x4 -1 row at 0-9.0 cc, member 7-162x4-1 row at 0-9-0 cc, member 16-8 2x4 -1 row at 0-9-0 cc, member 8-14 2x4 -1 row at 0-9-0 cc, member 14-9 2x4 -1 row at 0-9-0 cc, member 8-13 2x4 -1 row at 0-9-0 cc, member 13-10 2x4 -1 row at 0-9-0 cc, member 10-12 2x4 - 2 rows staggered at 0-40 oc, member 173 2x4 -1 row at 0-9-0oc, member 5-18 2x4 - 2 rows staggered at 0-" cc, member 18-4 2x4 -1 row at 0-9-0 oc, member 4-20 20 -1 row at 0-9-0 oc, member 203 2x4 -1 row at 0-9-0 cc, member 3-21 2x4 -1 row at 0-9-0 cc, member 21-2 2x4 -1 row at 0-9-0 cc, member 2-22 2x4 -1 row, at 0-9.0 00. Attach BC w/ 1/2" diam. bolts (ASTM A307) in the center of the member w/washers at 4-" cc. 4) 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 haw) been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Unbalanced roof live foods have been considered for this design. 6) Wind: ASCE 7-10; Vult=115mph (3 -second gust) V(IRC2012)=91mph; TCDL=4.2psf; BCDL=4.2psh h=25ft; B=45ft; L=40ft; eave=51t; Cat. 11; Exp B; enclosed; MW FRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60plate grip DOL=1.60 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 Pat bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1579 Ib uplift at joint 1 and 1588 lb uplift at joint 11. 10) This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/FPI 1. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(S) 273216 down and 198 lb up at 2-0-12, 273216 down and 19616 up at 40-12, 27321b down and 186 Ib up at 6-0-12,2732 lb down and 1961b up at 8-0-12, 273216 down and 1961b up at 10-0-12, 2732 b down and 196 Ib up at 12-0-12,2732 Ib down and 1961b up at 14-0-12,2732 lb down and 196 Ib up at 16-0-12,2732 Ib down and 196 lb up at 18-0-12,2732 Ib down and 196 lb up at 20-0-12, 273216 down and 1961b up at 22-0-12, 27321b down and 1961b up at 24-0-12, 27321b down and 196lb up at 26-0-12,2732 lb down and 19616 up at 28-0-12, 2732lb down and 196 Ib up at 30-0-12, 2732 lb down and 196 Ib up at 32-0-12, 273216 down and 196 lb up at 340-12, and 273216 down and 196 th up at 36-0-12, and 2732 to down and 196 lb up at 38-0-12 on bottom 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 (pit) Vert: 1-6=-43, 6-11=-43, 1-11=-40 Concentrated Loads (lb) Vert: 19=2732(6) 17=2732(13) 15— 2732(8) 23=-2732(8) 24--2732(B) 25=2732(8) 26=-2732(8) 27-2732(B) 28=-2732(8) 29=2732(8) 30=-2732(8) 31=-2732(8) 32-2732(B) 33--2732(B) 34--2732(B) 35=2732(8) 36=2732(8) 37=2732(8) 38-2732(B) o mss toss ype ry y TCLL 35.0 Storme Units9/2011D)RP 0141/-16 At COMMONGSDER 1 12x12 = 4 Job Reference(optional) snaxenry imss awm ne=.nanorail,ivawui,noonre gvi 400 12 5x10 M18SHS ll 4x6 S 4x6 7x8 % 7 7x8 8x10 G 7x16 MT18HS� 4 8 5x10 M18SHSi 5xI0M18SHSi 3% I )Ir 2 8x16 M18SHS= 1 7x16 MT18HS� 9 9x10 M18SHS� 10 Scale =1:70.1 8x16 Mi8SHS= 11 63 91 _. L�J[T] _ DEFL in Poe) I/deb Ud PLATES GRIP TCLL 35.0 23 24 22 25 26 21 27 2820 19 18 29 30 t7 31 16 32 15 t4 33 3413 35 12 36 37 38 to 6 1208 MTIBHS= 12x12 = 10x16 M18SHS= 7x14 M18SHS I I 12x12 = 8x10 = 1202 = 3x6 II 3x611 BCLL 0.0 8x10= 12x12= 10x16 M118SHS= 1208 MT18HS= LOADING (Ps1) SPACING- 1-0-0 CSI. DEFL in Poe) I/deb Ud PLATES GRIP TCLL 35.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.81 18 >584 360 MT20 137/130 TCDL 8.0 Lumber DOL 1.15 BC 0.98 Vert(TL) -1.39 18 >343 240 M18SHS 137/130 BCLL 0.0 Rep Stress lncr NO WB 0.76 Hom(TL) 029 11 n1a n/a MT18HS 137/130 BCDL 40.0 Code IRC2012/TPI2007 MatdxSH Wind(LL) 026 18 >999 240 Weight: 17281b FT=O% LUMBER- BRACING - TOP CHORD 2x6 OF 1800F 1.6E *Except* TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins. T7: 2x6 OF 2400E 2.0E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 1-1/2x11-7/8 LP-LSL 1.75E WEBS 2x4 DF Stud/Std'Except` W9:2x4 DF 2400F 2.0E W7,W5,W3: 2x4 DF 1800F 1.6E or 2x4 OF No.18Btr SLIDER Left 2x4 DF2400F 2.OE6-8-12, Right 2x4 DF 2400E 2.0E 6-8-12 REACTIONS (lb/sin) 1=27524/0-53 (min. 04-13),11=27663/0-5-8 (min. 04-14) Max Horz 1=-31(LO 23) Max Upliftl-1 579(LC 8), 11-1588(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. -All fomes 250 Pb) or less except when shown. TOP CHORD 1 -2=-7594614365,2-3=-71756/4132,3-4--61937/3576.4-5=5338313092, "-4703W2734, 6-7--47039/2734.7-8=-53371/3091.8-9--6188213573, 9-10=-71697/4129, 10-11-7593214364 BOT CHORD 1-23= 4184/72963, 23-24--4184/72963, 22-24--4184172963, 22-25=-4184/72963, 25-26-4184172963. 21-26= 4184/12963, 21-27-3843/67180, 27-28=3843/67180, 20-28=3843/67180. 19-20— 3339/58532. 19-29--3339/58532, 18-29=3339/58532, 1830= 2876/50594, 1730= 2876/50594, 1731=-2875150582, 16-31= 2675/50582, 16-32--3336/58481, 15-32=-3336/58481,14-15---3336/58481,14-33=-3840/67125, 33-34 840/67125, 1334=3840167125, 1&35=-4183172952, 35-36=4183172952, 1236=-4183172952,1 237=-41 8 31729 5 2, 3 7-3 8=-41 8 31729 5 2, 11-38=-4183/72952 WEBS 6-17=1658/28777, 7-17--10462/611, 7d6=-622/11006, 8-16= 12187/711, 8-14=-663/11719, 9-14-10860/633, 9-13— 694/12288,10-13— 6311/371, 10-12= 1963/133, 5-17-104841613, 5-18= 623/11028, 4-18=-122461714, 4-20=-666/11778, 3-20-10864/634, 3-21-694/12294, 2-21-6266/368,2-22=-1993/135 .. NOTES- 1) OTES1) Special connection required to distribute bottom chord loads equally between all plies. 2) Special connection required to distribute web loads equally between all plies. Continued on page 2 11 � -' 11 _ - - 11� -- - - _ - 11 11� - --- - - --- -11 11� _-_ --- - -- -- -- - -11 11� - --- II - - - II 11� ._ 11� II 11� - __ _ _ - - -_ - -11 11� - - - 11 11! -_ - _ --- -- - I� 11� II ilk II 11� _ _ -_ - -- -11 11� II 11� --- - II 11�- --- -- - -- -- -II IIS - __ - -------- II 11� - - _ - - - - I� . II i '. 11� - - - 11� - 11� -- --- �- 11� -� 11� � 11� � 11� -- __ - �' -_- 11�__ --_� - ___ 11� �_ ilk _ _ -� 11� -� 11� � iii � `• 11� - 11� ! ,:. 11 _ - -- ---1► 11�-------- - - II 11� - - -- - --- - 11 11� _ _ II IIS -_-- - II _ 11� _ II ilk II 11� - -- - -- II 11� - - _ II 11� - - II iii II 11� - _ _ II i.i II Ilr - --- 1 IIS _ _ _ _ -- - ---II 11� it 11� - -_-il 11� -- __-- II 11� II II _ - II :_