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Home My WebLink AboutPermit Structural Calculations 2019-11-15\q-CIO; .i:8-x&-' PRINGFIELD #22s FIFTH STREET SPRINGFIELD, OR97477 PH:.(s471726-3753 FAX: (541) 726-3689 OfIEGOH crrY or sPRrNGFrEtD, oREGON Date r Public lf,Iorks and Development Supplemental Subrnittal Forrn ))-15"\? To sraff Member = J11x yxte S-. \$A From:\ o,\ts \ { h,arLGO f\,SSLL-L- Gontact Phone Number: 5 4r- eua -rt3t Permit Number/Journal Number:\?- oo) 1,,?9 - S TR 2t."5 2{N SPR tN'fS LNProject Address:l(? Description of Submittal Material: '--\-.: \3€ R€P r-a-rao !nstructions for Gity Staff: Accepted By: 9 n crfrTr or::q )- T{LQ55€5 MiTek' MiTek USA, lnc. MiTek USA, lnc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 9'l 6-75$.3571 Re: 1447-19 Dondi Russell The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Relco Roof. Pages or sheets covered by this seal: R60279894 thru R60279898 My license renewal date for the state of Oregon is June 30, 2021 . 87022PE OREGON November 14,2019 Hemandez, Marcos IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI '1. These designs are based upon parameters shown (e.9., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPl '1, Chapter 2. V \I Truss 41 ST Truss Type GABLE otv 1 Plv 1 R60279894 1447-19 -2+.0. ,-o-o 8.320 s Oct 29 2019 MiTek lnc. ID:I kKY)pE4EG.giltQVExLlbz36NX-zJPyYy6M6UZRTT0Jspb)OiYss1tcsqdSnpbryryJlD213-9-8 , 27-74 23,-7-013.sa 13.9€ - -- - -- 2-o-o- S€le= 1:50.6 4x4 12 11 10 14 eoo Iu t3 16 3x4 \ 17 i I I "lI ,rl I o{'dl I 7 3)(6 I 19 18 6 3x6 I 205 4 3x4 = 44 43 42 41 40 39 38 z7 36 35 34 33 sz 4x6 27-74 ' 27-74 3x6 l 2'l T+24'd 2a 27 26 25 4xa !ro 4x1O // PlateOffsets(X,Y)- [19:0-5-2,G1-0],1zo:++z,o.i-01, tzr:oE2,or+1, t22:Go-o,G1-151, tzro-+-o,oz-tl, tzso-t-tsoit-zl6t:o-oo!t-tz1 i31:oEo,o-1-41, lsz'.Gi-tz ,c.0-01 LOADING (psf) TCLL 25.0 TCDL 7.O BCLL O.O 'BCDL 1O.O LUMBER. TOP CHORD BOT CHORD OTHERS SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL '1.15 Rep Slress lncr YES Code lRC2015/TP12014 cst. TC BC VVB 0.33 0.23 0.56 OEFL. Verl(LL) Ven(Cr) Horz(CT) in (loc) -0.03 23-24 -0.03 23-24-0.02 29 PLATES MT2O GRIP 2201195 yddt L/d nlt 120 nh 90 nla nla Matrix-S Weight: 184 lb FI = 20o/o Struclural wood sheathing directly applied or 1S.0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. PR PE 2x4 OF No.1&Btr 2x4 DF No.1&Btr 2x4 DF No.2 BRACING. TOP CHORD BOT CHORD REACTIONS. All bezrings 21-G0. (lb) - Max Hoa 2=-72(lC 6\ MaxUplifl Allupliftl00lborlessatiint(s)35,36,37,38,39,40,41,42,43,44,34,33,32except 2:338(LC 18), 30=-238(LC 1), 29=-107(LC 9) MaxGrav Allreactions2S0lborlessatjoint(s)2,36,37,38,39,40,41,42,43,44,?4,33,32,30 except 35=783(LC 1),29=678(LC 1) FORCES. (lb) - Max. Comp-/Max. Ten. - All forces 250 (lb) or less excepl when shown. TOP CHORD 2-3=-186/890, }4=-1721908, +5=-159/900, S6=-1471902,G7=-1341901,7-8=-122J901, 8-9=-1 1 0/901 , 9-1 0:97/901 , 1 0-1 1 =86/91 3, 11-12=-71 1875, 1 2-1 3=-68/875, 1&14=-751913,14-15=-80/901,15-16=-871910,1&17=-85/843,17-19=-103/967, 19-20-1 12197 3, 20-21 ---1 1 I 191 4, 21 -22=-1 191882, 22-23=-1 30/835 BOT CHORD 2-44=-7891152, 4.}.44=-7891'152,4243:7891152, 4142=-7891152,4041:7891152, 39*40=-789/1 52, 38-39=-789/1 52, 37-38:7891152, 36-37=-7891152, 3$36=-789/1 52, 34-35=-7891152,33-34=-789/152,32-33=-7891152,30-32=-7891152,2*30-7891152, 28-29=-7891152,27-28=-7891152,26-27=-7891152,25-26=-7891152,2T25=-7891152 WEBS 12-35=-757157 , 17-29=-357169 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vull=12omph ($second gust) Vasd=gsmph; TCDL=4.2psfi BCDL=3.opsf; h=25fl; Cat. ll; Exp B; Enclosed; MVVFRS (envelope); centilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For sluds exposed to wind (normal to the face), see Standard lndustry Gable End Details as applicable, or consult qualitied building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otheMise indicated. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas u/here a reclangle 3-+0 tall by 2-0-0 wide will fit between the bottom chord and any olher members. 8) Provide mechanical connec'tion (by others) of truss to bearing plate capable of withstanding 1 00 lb upliff at joint(s) 35, 36, 37, 38, 39, 40, 41, 42,43,44, 34, 33, 32 except gt=151 2=338, 30=238, 29= 107. 9) Non Standard bearing condition. Review required. OHEGON EB 1 \ DPIRES: 0613012021 November 14,2019 4.H [WeAXne - Vrrfy design rEnmete9 and READ nOIES orv Trrrs AND INCLUDED ,,,TEX REFEREN}E PA3E litt-7173 rcv. 1w3no1s aEFoRE UsE. Deslgn valid br use only wilh MiT6k@ connecloG. This design is basod only upon parsmeteE shwn, and is for an irdividual building @mps6t, noi a truss system. Boforo 6e, tho building designer must verify tho appli€bility of d6ign psEmetm ard propqt incoDorats this desun irio the owEll building dosign. BEcing itdicated is to pr€rent buckling of irdividual trusE web and/or chord membeB only. Addilional tempoEry and pomaneot bEcing is always rcquired fq stability and to pBvent collapge with possible personal inlury and property damage. For g€n€ral guidance Bgarding ths tabrication, stoEge, dolivery, eroclion and bracing of [ueses and truss systems, ss AtlSATPll Quz,W Ctta.rle, DS8{9 ard 8CS, Buirdrrg Cot,fwD, Sdstylnlom.tt@ availablefromTrussPlatelf,stitute.2lSN.LeeSt@t.Suite3'l2.AleEndria,VA22314. rii MiTek MiTek USA, lnc. 400 Sunri* Awnue. Suile 270 Job 2 1.1,47-19 Truss Type Common otv 2 Plv 1 Dondi Russell Job Reference (optional) R60279895 lnc, Harisburg MiTek lndustries, lnc. -2{"0 , A&'12' 244 ' 6-3.12 6.00 hr- 3x4 r'z 13-9-8 , 29-74' 2447-5-12 6-3-12 SGle = 1:50.6 4x6 4 62 i J {N I rg 3x4 \ 5 .97'3 'll 'l -5x4 I 10 4xA -'3x4 -1.5x4 li 3x4 3x4 1+9€ csr. TC 0.54 BC 0.32 V1,B 0.76 Matrix-MS 21-H 27-7-O6.ln-2 LOADIi{G (psf)SPAC|NG- 2-0-o Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 DEFL. Vert(LL) Vert(CT) Hotz(CT) in (loc) -0.05 1G11 -0.11 1G11 0.02 8 PLATES MT2O GRIP 220t195 Udefl >999 >999 nla LUHBER. TOP CHORD BOT CHORD \A/EBS 2x4 DF No.1&Btr 2x4 DF No.l&Btr 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD Weight: 124 lb FI = 20o/o Struclural wood sheathing directly applied or 5-4-3 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. PR E OHEGON 1 \ A REACTIOIIS. (lb/size) 2=905i0-S8,8=1668/0-5-8 Max Hotz 2=-72(LC 6) Max Upln 2=-90(LC 8), 8=-131(LC 9) Max crav 2=920(LC 17),8=1668(LC 1) FORCES. (b) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exc€pt when shown. TOP CHORD 2-3=-13191121,H=-604/81, +5=-576/95, 5-6=-12i,862 BOT CHORD 2-11=-11211124, 10-11=-11211124,8-1 0=-678/1 29, G8:678/1 29\A/EBS 510=59/11&4,$8=-1503/169,&10=-7511133,&11=0/286 NOTES. 'l ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph (&second gust) Vasd=gsmph; TCDL=4.2psf; BCDL=3.opsf; h=25ff: Cat. ll; Exp B; Enclosed; MWFRS (envelope); cantilever left and right exposed ; end vertical left and right exposed: Lumber DOL=1.60 plate grip DOL=1 .60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other li\re loads. 4) 'This truss has been designed for a live load d 20.0psf on the bcdtom chord in all areas where a rectangle 3+O tall by 2-G0 wide will fit between the bottom chord and any other members. 5) Provide mechanical @nnection (by others) of truss to bearing plate capable of withstanding 100 lb uplifl at jcint(s) 2 except O=lb) 8=1 31. DPIRES: ffi13012021 November 14,2019 [wanxne . V.rtty design padnete9 and REAO N}TES oN 7]7ls AND INCL,DED r'TEx REFERENCE PAGE ru-7173 @- 1uO3Ao15 EEFORE UsE. Design valid br 6e only with MiTek@conn€c1oB. This design is based only upon pammoleE shwn, and is for an individualbuiting @mporent, not I truc6 syltem. BefoG use, the building designer must verily lhe appli€bllity of deslgn psEmoters and properly incorporste lhis dosign irno lhe oveEll building desEn. Breing indicated is to prewnt buckling of individual lrusr wsb andor chord membeE only. Addidonal temporary and pemanerd bEcing is always required fq stability and to pcvent colhpso with possibl€ peEonal inju.y snd prcperty dsmaoo. For 9en6.al guidance Egarding the fabricstion,stoEge,delivery,Erectionandbr&hgoflrussesandtrusssystems,3Ee ANsUfPrlQu.WCrltttt,DS8-8e.trd8cS,Buirilngcomp@eil S.rbty rnlonsatoa avsitable frcm Truss Plate lnstitut., 2'18 N. Lee StE6t, Suita 312. AleEndris, VA 22314. rii MiTek M|T€K USA. Inc. ,[00 Sunris Awnue, Suite 270 -__--+- 3 Ud 240 180 nla Truss Type Roof Special Truss A3 otv 7 Plv 1 Dondi Russell Job Referene (optimal) R60279896 8.320 s Oct 29 , -24{ , 2-54 , &14 8S{' 2.(N) 2-fi $a4 0i5{ 6.00 ljt 13-9€. 2'l-34' 2-2-12 3x6 :\ 6 3x4 :\ 7 27-74*---6+12 , 2s-74 2-O{5-34 19-0€ 4x4 Scale = 1:5'1.4 I I I i i 5x1O /z 4, 't4 1.5x4 ll 13 3x8 : 2 8x8 = // 16 3x4 lL 8 JIo,l 125 olY s r:td 11 1.5x4 ll 6x8 = 3x43x4 21-34 2'l LOAIING (psf) TCLL 25.0TCDL 7.OBCLL O.O 'BCDL 1O.O LUMBER- TOP CHORD BOT CHORD SPACTNG- 2-G.0 Plate Grip DOL '1.15 LumberDOL 1.15 Rep Stress lncr YES Code lRC2015/TP12014 csr. TC BC v1a 0.41 0.67 0.49 OEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.13 1+15 -o.25 1+150.08 10 PLATES MT2O GRIP 2201195 Udell >999 >999 nla Ud 240 180 nla Matrix-MS Weighl: 143 lb Ff = 20ok Struclural wood sheathing directly applied or 3-6-13 oc purlins. Rigid ceiling direclly applied or 6-0-0 oc bracing. OHEGON\ 2x4 DF No.1&Btr 2x4 DF No.1&Btr'Except' $16,6-11: 2x4 DF No.2 2x4 DF No.2 BRACING. TOP CHORD BOT CHORD \A/EBS REACTIONS. (lb/size) 2=903/0-5-8, 10=167210-s8 Max Horz 2=-72(LC 6) Max Uplifr 2:8s(LC 8), 10=-131(LC 9) Max Grav 2=918(LC 17), 10=1672(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - Allforces 250 (lb) or less except when shown. TOP CHORO 2-3=-2056/186, 34=-27231328, +5=-610/89, t6=-565/97, G7=-1361349,7-8='1131895 BOT CHORD 2-16:81/685, $15=-365/100, 1+15:90/1091, 1$14=-90/1091, 12-13=-2801139, &12=-889/84, &10=-71 9/140WEBS 10-12=-7201158,7-12=-161828,7-10=-1222191, 4-15=-214115'14, +14=01269, 1-13:76M23, 5-13=-27 1287, 5- l 3=-711697, 2-15:1 1811119 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-'10; Vult='l20mph (3-second gust) Vasd=gsmph; TCDL=4.2psf; BCDL=3.Opsf; h=25ff; Cat. ll; Exp B; Enclosed; MVVFRS (envdope); cantilever lefl and right exposed ; end vertical lefr and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any olher 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-&0 tall by 2-0-0 wide will fit be{ween the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1 00 lb uplift al ioint(s) 2 except 61=16; 1 0=1 31. DPIRES: 0613012021 November 14,2019 [weAnXe . V.rny &stgn r,areteg and READ NoTEs oN :.qts AND TNCLUOEO ,,'TEI< REFEREN)E PA}E Ht-7173 tN. 1u032015 BEFORE USE Design valid tur uso only with MiTokO conneclors. This dsslgn i3 based mty upon peEmetets shiln. and is tor an individual building componsnt, not a truss system. BeioB use. the building de3ignar must verify lhe appllebility ofdesign pammeteE 8nd propsly incorporalo this deslgn into the oveEll building dosign. Bmcing indkaled is lo prewit buckling oI individuel ttus8 web and/or chord msmboG only. Additional tempoEry and pemaoeot bEcing is ailays cquared lor rtability and to prcvent collapss with possible petson8l injury and prcporty demaga. Fq gansral guidsnco rcgarding thc labrication, stomg6, delivery, er€clion and bracing of fusses and truss systoms, s* Atls/f Pr1 Quafity Cilaqla, OSB49 an.l Bcst Buiffiag cmponern Srfotytnlffinatton availablefromTrussPlatelnstitute,2lSN.LooStrcet,Suite3'12,AleEndria,VA22314. r[i MiTek' MiTek USA, lnc. 400 Sunrise Awnue. Suile 270 Job !447-19 Truss M ]rruss rvne ]Common Job 1447-'t9 otv 13 Plv 1 Dondi Russell Job Reference (oDtional) R60279897 Relco Roof and Floor, lnc, Harisburg,8.320 s 29 20'19 MiTek hdustries, lnc. lD:l kKYpE4EGrgj5QVEXUbz36NX-M\MzcAcesp9MOAizEdPETePlqVvhKhCOFT4yl jyJlD0 3x4 /z 't'l 1.5x4 I 6-3-12 1q9-8 7-r12 21-?4 , 27-74 29-7-0 7-112 -' a-?-1.2 --------7-a- S€ls = 1:50.6 3x4 :\ 5 6 T+7'6 4x6 : 4 J "iiI 126.00 {o,l 't0 3x8 = I 3x5 - I 1.5x4 ll 3x4 -3x4 13-9€ J_12_ 21-34 27-747-512 r LOAOT{G (psf) I ULL TCDL BCLL BCDL 0.46 0.38 0.75 l/defl >999 >999 nla PLATES MT2O25.0 7.0 0.0 10.0 SPAC|NG- 2-O-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201siTPl20'14 Vert(LL) Vert(CT) csr. TC BC WB DEFL. Hotz(CT) in (loc) -0.08 10-11 -0.17 1G.l 10.06 6 Ud 240 180 nla GRIP 2201195 BPIRES: W13012021 November 14,2019 Matrix-MS Weight: 124 lb FT = 2Ook Structural wood sheathing direclly apdied or 4-3-0 oc purlins. Rigid ceiling directly applied or 1GGo oc bracing. PR OHEGON 1 \ LUUBER. TOP CHORD BOT CHORD WEBS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 DF No.2 BRACING- TOP CHORD BOT CHORD REACTIONS.(lb/size) 2=1287 l0.$8, 6=1287lGS8 MaxHorz 2:72(LCA) Max Uplift 2=-101(LC 8),6=-101(LC 9) FORCES. (lb) - Max- Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2117 1147 , 34=-14261121 , 4-5=-1426t121 , 5-6=-2't17 1147 BOT CHORD 2-11=-13511834, 1 0-1 1 =-1 35/1 834, 8-1 0=-69i 1 834, 6-8=-69/1 834 WEBS *1A=.181724. 5-10=-7401133, 5-8=0/280, $1 0=-74011 33, 3-1 1 =0/280 NOTES. 1) Unbalanced roof live loads have b€en considered for this design. 2) Wind: ASCE 7-10; Vult=12omph ($second gust) Vasd=9smph; TCDL=4.2psf; BCDL=3.opsf; h=25fl; Cat. ll; Exp B; Enclosed; M\A/FRS (envelope); cantilever left and right exposed ; end vertical lefl and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live losd nonconcurrent with any other live loads. 4) " This truss has been dosigned for a live load of 20.0psf on the bottom chord in all areas where a reclangle 3-s0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connec'tion (by olhers) of truss to bearing plate capable of withstanding 1 00 lb uplift at jcint(s) except (it=lb) 2=101,6=101. [Wannn' - V"rtty d{Elgn .xanwteg ,nd REAO ,rOrES OMrrrS AND |NC]uiOEO ,rfEX REfrRE ICe PAGE n -7173 @. lOOfrO$ AEFORE USE. O$ign valid br use only with MiTek@ connectots. This deslln is bas€d only upon paEmet66 shwn, and i! for an indlvidusl building component. not 8 truss sy6tem. Beiorc u3€, the building designer must vedly lhe applicability oldesign parametets aM propody incorpoEte this design intolhe oveEll building de8ign. Bracing indicated is to prewnt buckling of individual iruss web ancuor chord mcmbeB only. Additional lempoEry and pemanent bracing is always required fq stability and to pEvenl coll8pss with possible peEonal injury 8nd proporty damago. Fo, general guidance Egarding lhe fabricaiion, stocge, dolivery, erection and bracing ottrusses and truss syst€m6. s@ Allsl/fPfi Audfty Ctldr, DSB.89 aad BCS, Bulldlng Cffip@ont Srletytnlom.tlon availablefromTrussPlatelnEtitute,2lSN.LeeStreet,Suite3l2,Alenndris.VA22314. rii MiTek' MiTek USA. lnc. 400 Sunris Awnue, Suite 270 3 2 Plv 1 R60279898 Truss A5G lTruss TvOe lcoare otv 1 lnc, Hanisburg, OR - 97446,s , 27-74r t$$E 1't 13 lnc. Thu Nov 14 10:28:46 2019 Page 1 I D: 1 klfi xpE4EGrqiSQVExilbz36NX-Nutl4AyBFPPx?-alu)G8emKAeKEn3JgXTnp\fZAyJlD? -2-O-0 244 13-9-8 _'t3-9€ 29-74 -zoo I Sele = 1:50.6 I+23'A 4x4 I l I I r4 14'10 6.00 1,15 17 18 '19 4 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 4x6 I 9 8 't6 7 6 20 3x43x4 3 22 27-74 13-94 \ t\ 1-12,0-Gol LOADING (psf)SPAC|NG- 2-0-0 Plale Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code 1RC2015ffP12014 csr. TC BC \l/B DEFL. Vert(LL) Vert(CT) Hotz(CT) in -0.02 -0.03 0.00 (loc) lidefl Ud23 n/r 12023 nh 90 22 nla nla PLATES MT2O GRIP 220t195 DPIRES: 0613012021 November 14,2019 TCLL TCDL BCLL BCDL 25.0 7.0 0.0 10.0 0.18 0.06 0.06 Malrix-S Weight: 177 lb FI =20Yo Structural wood sheathing directly applied or 6-G0 oc purlins. Rigid ceiling directly applied or 1GGo oc bracing. OHEGON 1 \ LUMBER. TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.1&Btr 2x4 DF No.1&Btr 2x4 DF No.2 2x4 DF No.2 BRACING. TOP CHORD BOT CHORD REACTIONS. All bearings 27-7-0. (lb) - Max Horz 2=-72(lC 6) MaxUplifi Allupliftl00lborlessatjcint(s)2,22,35,36,37,38,39,40,41,42,43,33,32,31,29,28, 27,%,25 MaxGrav Allreactions250lborlessatjoinl(s)35,36,37,38,39,40,41,42,43,33,32,31,29,28,27, 26,25,24,34 except 2=286(LC 1), 22=286(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES. 1 ) Unbelanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=120mph ($second gust) Vasd=gsmph; TCDL=4.2ps{; BCDL=3.opsf; h=25ff; Cat. ll; Exp B: Enclos€d; MV\FRS (envelope); cantilever len and right exposed ; end verlical leff and right exposed; Lumber DOL=I.60 plat6 Srip DOL=1 .60 3) Truss designed for wind loads in the plane of the truss only. For sluds exposed to wind (normal to the fac6), see Standard lndustry Gable End Details as apdicable, or consult qualilied building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicsted. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This truss hes b6en designed for a 10.0 psf bottom chord live load nonconcunent wilh any other live loads. 8) 'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3+0 tall by 2-0-0 wide will fit between lhe bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plale capable of withstanding 100 lb uplift at joint(s) 2,22,35,36, 37, 38, 39, 40, 41 , 42, 43,33, 32, 31 , 29, 28,27 ,26, 25. \ [waAXne . v"rty ctasign *,anotag an.t READ NoTEs oN THts AND IHCLUDED fiTEK REFERENCE PA9E et-7173 rtv. 1,/.,,no15 BEFORE UsE Design valid br use only with MiTek@ connecloE. This design is bas6d only upon parameteE shsn. and is for an indivilual building componont, nol a trusB systom. Before use. the buildlnq designer must voriry the applicability of d$ign parsmstors 8nd properly ircorpoEte this design irto the ovemll building dosign. BEcing indicated is to prewnl buckling of individual tru6s wab andor chord mombets ooly. Addilional tempoGry 8nd pemanent bracing ls always requirod fq slabllity 8nd to prcvent @llaps€ wnh posrible p€rsonal iniury and prcpeo damoge. For g6n6.al guidanc. Ggarding the fskicalion, storage, delivory, sreclion and bracing ot trusses and ttuss sysloms, ses ANSATPTI o,ulrry Ct t tia, OSB39 rrd BCS, Burtdng Cqpaafrt Srft,|, rolonatiq availabl6 ftom Truss Pl.te lnstitute, 218 N. L@ StE€t, Suite 312, AleEndna, VA 223i4. rii MiTek MiTek USA. lnc. 400 Sunriso Arenue, Suito 270 Dondi Russell Symbols PLATE LOCATION AND ORIENTATION 1\;Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1re" For 4x2 orientation, locate plates 0- ltro" from outside edge of truss. This symbol indicates the required direction of slots in connector plates. * Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE 4x4 The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION lndicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. lndustry Standards: ANSI/TPl1: National Design Specification for Metal Plate Connecled Wood Truss Construction.DSB-89: Design Standard for Bracing.BCSI: Buildirg Component Safety lnformation, Guide lo Good Praclice for Handling, lnstalling & Bracing of Metal Plate Connecled Wood Trusses. Numbering System A General Safety Notes 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS I o g WEBS CHORDS JOIMS ARE GENERALLY NUMBERED/LETTEREO CLOCKWSE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUiIBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-131 1, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-I397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. @2012 MiTek@All Rights Reserved Farlure to Follow Could Cause Property Damage or Personal lnjury 1. Addlional sta)ility brac'ng fc r tn.ss system, e.g. diagcnal ur x-bracing, ,s always ,equired. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces lhemselves may require bracing, or alternative Tor I bracing sf.crld JC cons.d)red. :1. Never exce4d t\e desicn loading shown and never stack mJter:als )n inad rqLJtely braced trusses. 4, Provide copies of this truss design to the building designer, erecliofl supervisor, property owner and all other inleresled parties. 5. Cut members to bear tightly against each olher. 6. Plac€ plates on each face of truss at each joint and embed fully. Knols and wane al joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from lhe environment in accord with ANSUTPI '1. 8. Unless other\ rise noled, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardanl, preservative trealed, or green lumber 10. Camber is a non-struclural consideration and is the responsibilily of truss fabricator. General praclice is to camber for dead load defleclion. 1 '1. Plate type, size, odentation and location dimensions indicated are minimum plating requiremenls. 1 2. Lumber used shall be of the species and size, and in all respeds, equal to or better than thal specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections nol shown are the rcsponsibility of others. 16. Do not cul or atler lruss member or plate without prior approval of an engineer. 17. lnstall and load vertically unless indicated otherwise. 18- Use of green or trealed lumber may pose unacceptable environmental, health or performance risks. Consuh with proiect engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufiicient. 20. Design assumes manufac{ure in accordance with ANSI/TPI 'l Ouality Criteria. 3 4otoIo (LoF otoIo tLoF 8 567 I I MiTek* MiTek Engineering Reference Sheet: Mll-7473 rcu.1U03nU5 1 @Rellc;o Reactions Since 1973 PO Box 84 Harrisburg, OR 97446 voice 541.995.631 1 fax 541.995.6111 W\AAry.RELCOTRUSS,COM SPECIAL NOTES: Dondi Russell (541)228-8907 d russell@ordelconstruction.com Billing 2379 Todd St. Eugene, Or. 97405 SOLD TO snrpro Dondi Russell 265 25th St. Springfield, OR 97477 JoBNAME Dondi Russell TRANsACToN# 1447-19 srarus Order PO# sALES REP Travis Jelden REQUESTEDoEL 1213112019 oESTGNER Travis Jelden CONIACT Roof Loadinq TC Live TC Dead:BC Live:BC Dead TC Live:BC Live:BC Dead: 25 7 0 10 Building Code Wind Design Method Exp Cat Occ Cat Velocity TC Dead BC Dead rRC201s/TPr2014 MWFRS (Envelope) ASCE 7-10 B il 120 4.2 3 Component ltem - Roof Trusses Jolnl 30 43 -238 Joint 42 Joint 4i) &int 44 Jdd 34 Joint 33 Joint 32 105 141 81 20r 70 186 -17 -8 3 -18 -18 -30 Jont 23 678 "107 2 6t12 tC (8-02-1 1 )7-02-15 Z7-07-OO 2x4 Joint 8 1 668 -131 Jcint 2 920 ,90 /\7 6t12 A3 27-O7iO 2x4 Jdnt 2 918 49 Joint l0 1672 -13r (8-02-1 1 ) 7-02-15 ,\13 6 t12 A4 (8-02-1 1 ) 7-02-15 27-07-OO Joid 2 1286 -101 &mt 6 1286 -1012x4 /\1 6 t12 A5G (8-02-1 1 ) 7-02-15 27-07-OO 2x4 Johr3g Jdd4O 112 lt3 -19 .'tg - ,t":t l"i,:z: 112 112 - -'i9 'nl - Joint 2 286 47 Jold 22 26 35 Jdnt 35 1't6 -12 Jcid 36 113 -22 Jdd 37 '112 -19 Jdnt 38 1t2 -19 Joint 41 105 -17 Jdnt 42 141 -20 Joint € 73 -1 Jdnt 32 113 Joint3l '112 .19 Joift 33 -10 -:21- Jdnt 27 1'13 -le JLnt34 - 113'sO' Joinl 25 141 -26 Jolnt 26 105 _17 Joint 24 73 0 1111412019 g:47:52 AM Travis Jalden - TJ 'l of 1 TC Dead: QTY (Shlpplng) Basosp€n DIAGRAX PLY PITCH LABEL HEIGHT SPAN LUMBER REACTIONS , \ 1 6t12 Alsr **"-]"J 27-o7-oo 2x4 "ff "iI "'i:: ',"0' 1't4 113 112 113 $a -49 -15 -22 l9 {9 n9 -19 ,\ 27-07-OO A5G A4 A4 A4 A4 A4 A4 A4 A4 A4 A4 A4 A4 ooo?f.- N A4 A2 A3 A3 A3 A3 A3 A3 ooI@o lr)$ AlST 21-06-00 6-01-00 27-07-00 I ooI @o lr)$ @o J-o @ l f 1447-19 agSt PO BOX M Harrisburg , OR 541-9956311 relcotruss.com Dondi Russel Russel Remodel 265 25th St. Springfield , OR 97477 Loading: 25-74-1042# Spacing: 24"o.c. Roof Pitch: 6/12 Geiling Pitch:All Flat w/Tray RELc;O%VA,r/?-I R@f Area =1747.91Overhang: 24" Walls:2x6 I I A3 L A2 I