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1224 A-LT Truss Specs 2 = a a; ' v ~ rv ~ } ~ ~ ; 3 ~` ~ 'b~ ~ 0€ Z[ ~ '.,q. ~: ~ Ji 1.~ f ,~ ~ ~ 1 U ~ !x ~ © ~, i _ i ~ I ,- _._: nl=~. a e ' psi,: -,~- :-~~;,.,cl ~~ ~ ~ / r ~ :' ~.,. ~,.~.„..w,. ,rt~ ''.. :~ , \ ~% ~, ~ ~ i! ~ I ~ I i I '~ r ~ ~ !~ ~ is I u ~ r ! I ! ~ ! ~ "r ~ I ~ ! ~ i~ d I ~ y , ~ ~ ~ f ' ~ 1 I~ ~ ~ 7 ~ ' ii 3 I ~ ~ I I p 1 F ~' ii 4 II 3 I; !~ t I ~~ i 6 }` ~' II I ! y f ~ ! i ! ~ ~ ! !- t ~ ~I iI 1 I i ^ ~ 0 !~ I ! ' ~ 41 _i k `= it o ' ~ f' ~ ~ I f ~ !' ~ ~ ~,, F d ~ :i I ~ ~ ~ ~ Y 1 ~N .. ~ E ! h '' I - I `' ~ ~ ~ ~ ~I ~ `~ a T i'. N iii Q- ~ I .I I ~ ! ~ !I II i ~ ~ ~ I' ~ ~ ~ `I € 3 p ~! I' ~I' ~ ~ D Iii ~ ~ ~~ ~ ~ ~ ~ ~ ~ G ! ~i C~. ~. ; .; Z4f I ~ r I ~ ,I ]` 1, ~I' Ei !~,~ ~ 'Lp i ~° I ~ ~ ;I Ii I € I' f bbr ! II o ~ ~ ~;' ~ '3 k ij V: I i ~! I I ~ ,1, 'i, I s l~ ~ f I ! f~ '' ~ I f' - ! ~ I ! i bbf` I i i i ! ; F I` ~ ~ I' it ~ ~i I " ~ ~O I bb~ ~ + , ~ ~ ! E I i r IE ~ ~ ! 3 ~ ~ ~ ~_ h I~ i P i . __ _. ~ ~` V _~ ~1;~ cb! I I t `' II ~ IlI I ~ 9 ' I ~ .' I. I~ I y ~ 11 I I, I ~ ~ I f ' ,O ! NC I ~ I~ ~ I ~ ~ I I ~ ~ ~ ~ E G ~I ~ i', ~ .. vvr ~ f p Y ~. ~ ~ a i, I~ I' !, ~ i ~ : , . + t r !. !I I ~ N 3~! k ~ ~ ~, ~ ~: ~ ~ a ~ I~~ lI ! o i ~ ver , j f~ II ; + I''~~ I ~ ~~ i. ~ is ~I ~ ~ ° ~' II , ,: !I F i t i ';`O _ , hbfj { I' c ; . u ~ ~ II r i L k n ~j ~ i ~ ~ ~ ~ i I ! l ~ +: v I ~ ! iii ` i' ~ i i~ ,} Z7~ ~ i i ; I' ~ re . ~ ~ ~ ~ ~ ~ ' ~ .. i 1Jk ~m f~A] aim m I` `Loo '~m i i. "m ~m u~ lam I'm ILO ~ Em tlm m `~,~~' CO ~I ~ ISM V~S"i ~'N !N ~',N ~` I; I'~ m eQl m i(Y3 ~ : ! ~ 3: 'N ~ !~ ~~.• y , : i ...! ,_:m_. ilQ .... ~?... ;0]__. ~.. Q. ?'Q.' ice, Pegs i of 14 Jn0 Truss Truss Type ;Cry ~ Ply ~SwndbuiRHomed~ l RVYIMY 1224A A DLfTCH MASTER ~i ~ 1 Tha Truss Co„ Sumner WAI Eu ann DR, ONL B ~ ~ ~ 'Job Rakrmca (optional) 0.500 5 Mar B 2607 MRek fndvetries, ' Inc. Thu Aug 02 F0~15:33 2067 Paga 1 F- -2-0-4 -]._ 41-i2 ____-I- g-6-9- (- 14-11.7 ~ `- 244-4 _. T 24.6-0 ~ 26-B•4 , 2-0-0 4.1.12 5~1-73 5-M13 54-13 4-1-12 2-6-p Scale = 1:46.3 3x5 = 13 y~ ll~ ai I.-___,__ 4-1-32 9-B-9 1q•11~7 - _ ~ 20~-0 20~-0 24-6-p ~ 4-1-12 5-4-33 5-0-i3 5-413 0-i-12 4.0.0 Plato OHSdIS (7(,Y}. (2.0-2-12.0.1-BJ, (3:0.1-12,6.2.8[. (13:0-2-8,Edge]. [23:0.2-0.42-BJ, (24:0.21{.0-1-8[. [27:6-2-12,0.2-0J LOADINO(pst} SPACING 3-0.0 CSf DEFL in (!oc) !ldefl i-!d PLATES GRIP TCLL 25.0 Pisces Increase 1.15 TC 4.64 VerF{LL) -0.10 29-39 >999 360 MT20 185!148 TCDL 8.4 Lvmt~ar rncresse 1.15 BC 0.28 Vera{TL) •4.99 29.34 >999 244 i BGLL 0,0 Rep 5irass Inp NO UVB 0,95 ~ Horz(7L} 0.44 26 n!a nla BCDL 7.0 Coda IRC2008f(PI2002 (Matrix} I Weight; 145 b LUM6ER BRACIND ~ . TOP CHORD 2 X 4 HF No,2'Excapt' TDP CHORD 3-5-B ac lxacing T2 2 X 6 HF No.2 (Swil[hed from sheeted: Spacing > 2.40]. except: p0T CHDRD 2 X 4 DF 2400E 2,0E 3.5.0 or: DroGng: 2-13 WEDS 2 X 4 HFISPF Sludl5T0 x10.0 oc bracing: 13-24 OTHERS 2 X a HRSPF Stud1S7D 5.11-4 oc rxarJng: 5-B 0.0-0oc bracng: 3-5; B-12, 12.18. 18-21, 21-23 t0A-0oc bracing; 1-2, 24-25 8OT CHDRD Rigitl ceiling tlireclly applied a 6-0~0 oc bradng. ' JOfNTS i Brace a[ Ji(s): 13, B, 16, #2, 5, 27 REACTIONS if5lsize) 2=137810-3.8.28=20631p-3-6 Max Harz2=•92{LC fi) Max Upliri2=-215{LC 5], 26=-375(LC 6y FORGES (tb} • Maximum CompressloNMaximum Tension TOP GHORD #-2=08'4, 2.33=-241&752. 3-33=-2257!173. 3-a=-694f25, 4-6=-823!49, B-8a-841!93, 9-11=-8491131, 11-13=-710!115, 3-5=-12301199. 5-7=-12:A/t BB, 7-£3=•12301199. 8-40=•272751. 10.12=-272151, 12-14=-272!51, 14.16=-272!51, 1&-18=-272151, 16.20=•272!51, 20-21=-272151, 21-23=-272!53, 13.1 5=-71 1111 8. 15-17s.8517f32, 17-19=-6421108, 16-22=-B24A8, 22-23=-695161, 23.34=-0IIi1i324,24.34=-503!£289, 2a-25=pfl3 BO7 CHORD 2.3 5=1 5 58 161, 30-35=-1 5 512 16 i. 30-38=•179!2136. 3637=•478!2436, 29-37=-179!2136, 29-3&=•18011930, 28-08=-16011910, 28 39=-1 6911 910, 39•90=•160!1914, 40A4=-1 6013 910. 27-01=-164!1910, 27-42=-555!421, 42.43=-555!421.26.43=-555!424, 2684=•1 Tail54p, 24-44=•1141!540 wEeS 3.30=0!259.23-20=•2p107407, 8.29=0!331, 38-27=-114!141, 3.29=242139, 8-27=-3064!£57, 23-27=•21713586, 11.12=-53729p, 14-15=.gt3R90, 1) Unbalanced roof klve ioatls have bean CAnsidarad (br ibis design. 2) Nhnd~ ASCE 7A5; B5mph; h=259; TCDL=4.Bpsf: !3CDL=4.2psr; Category EI; Exp B; anc7osed; MWFRS gable end zone; cantilever loft and right exposed ;end vartlcd lair and right exposed; Lumber DOL=1.33 plate grip DOL=7.33. 3y Provide otlequeta drainage to prevent water pondtng. . q} Th€s wss has bean designed fora ?0-0 psf bottom chord live loatl nonconcurceni wish any Omer rive loads. 5) All prates are 2x4 MT20 unless othervriso irsdlcale4 8) Thls was requires plala inspection per the Tooth Count Method when this frUSS is chosen for gvaliry assurance inspection. 7)' This truss has boon designed for a live fend of 20.Opsl on Sha bnllom chard in all areas where a rentanglo 3~&~0 Zell by 2-0-0 witle will fit between She bol6om rtFard and any alher mem5ers. 8} Provide mechanical eannacllon {by others) of tmss to bearing plate capoble of wtihstandfng 215 Ib up1t9 2t)a(nt 2 and 375 Ib uplift atJolnt 26. 9} This Irvss Is designed in accoreance with Iho 2D36Intemational Rositlentta! Coda sections 8502.11,1 end 8802.10.2 and eefetencetl standard ANSIITPI 1. 30) Dasgn assumes 4x2 (gal onenlation) purrin5 et oc spacing intlicaiod, fastened la truss TC w12.10d nails. )1) Use USP JUS24 (tMth 10d nails into GPdof & tOd nails into Truss} or equivalent spaced at 2-0.0 oc max. starilrlg a! 2.0.12 Srom the Is9 end to 225.4 to co'mact truss{o5) J42 (1 ply 2 X q HFSPF} to front face of bbltorn chord. 32) III all ned holes where hanger is in conlertwifh lumber. 13) Banger(s) or other connection tla+nce(s) sha11 be provided su3AcieM to support concentrated loatlfs) 2516 down and 3 !o up al 4-0-0, and 25 Ib down and 3 Ib up at 20.8.0 on lop chorcJ. The design+selecllon of such connection device{s) is the rasponsibllkiy of others. 14) This truss is designed for a !seep factorof 1,25, which is used to calculate the lotgl load de;lection. The buikSing designer shaft verify that this paramalar 61s with. the Emended use of tE3ES component. 35} rn Ilia LOAD CA~E(S) section, loads applied to the face M tno Inrss era noted as wont (F) or hack (13}, 38) All tllmnnsions are given in foal-inches-sixieenlhs (FF-IF55} forma LOAD CAS E(5) Standard Continued on page 2 I'VI'ARNItI~!-VFRfF4'DF$F~NPARAM1IFTF~S,\NpREAp.~~~,~,NQTC5ONTfTE~f?~1~S,S R W 'N T;~ k3EF Rp I Design valid for use vrifh Mitak connsdors. Tgis design is based only upon parameters sh(yarn, and Is far an indNkl0ai bw7ding component Ib be lnSlaYed and badad vertiaylly, App1{cabllily of design parameters 2nd proper IncorporaElon of component is Yespon5ihiliryof6uilding designer, $raang shove is lcr lateral SuppDn of Individual 1rpb members Only. Additional temporary bracing to insure StabFity during construaSian Ls ilia responsiblily of ilia erector. AddlNcna( parmanenl bracing 011he avaraH structure fs the rcSpbnSilafllfy ofthe builtling designer. For general guidance regaNing fahricallon, qua"rty control, storage de€fvery erectloll and bracing consult ANSflTPt 1 fluallty Criteria,DSB•89 and i3C611 Building Companani Safety! reformat#on available irom Tn35s Prate IgsBlute, 583 D'Onbfrlo Drive, Ma4isOn, WI 53719 081t7212pp7 _~ t -, c .~~~~'~~ tt)t~TRilSSco. fNC. 7 qq N ~ ~[3 3U524 JUS24 JUS24 JU524 3x4 = 3x5 = .fUS24 4x12 = JUS2a JtJS2A JUS24 JUS24 JUS24 JU524 JUS24 30b 7N55 Tmss Typo 5229A ~ A ~ Di1TCH rhASTEft me Truss Go.. S~mnar WA I Eupene OR. 4Nt. Page 2 of 94 ~QYy ~ ~P3y `$nundbsall Homes ! RWMY ~h ~ 1 Joh Rsieronce {optlonali 8.500 s ~1fiar 62007 N.iTek Inausldes, Int. Thu Aug t12 10a 5:332007 Page 2 LOA!} CgSE{Sj Sfandard 7} Requler: Luther Increase=1.15. P181a Encrea5B=1.75 Unltortn Loads (PIU Vert; 1-3'=38. 3-#3=~39, 13-23=•gg, 23-25=9'J. 2-24--21 Concentraietl Loads (Ih) Vert: 3D-5[F) 2G--5{F] 33=-25;F) 34=-25[F) 35=•4{f) 3e=-5{F) 37n-6(F) 3B=•5(F} 33=-5(I"} ADw•SiF) 41=5(F) 42»~5{F} 43=SiFI 44~~(~) oa~o2rzoa~ L!AlitvlrvC;!- VERlFI' DESIGN P•lRAA9~TpRS,g~ND RF;,\D A1.L M1OTFSON TlIISTR4iS5 DRAWIYG tYQTF:513Fff1Rf.F~ Design valid for u5E wish Milek canrleclors. This design ~ based oNy upon parameters ShOvm, and 35 IOt 2n Individual bulldilig £Ompghent to be InSlat~d 2nd loaded vertica€ly. Applicablllly of design parameters end propor inserporalion oicompenent is responsl611iry of Auilding deslgrer. Bracing slievm f5 i0t lateral suPporlol IndEvldual u~eb members only. Rdtlitionai temporary bracing to Insure slabilkty duhrg rAnsirucllon Is lh8 r>'Spor151Clliry of the ereclpr, Adtlitdgna] permal>rnl t3racing of the overal€ slnrcture Is the responslb€(ity of me building designer, Forgeneral guiGart=e regarting f2hrICaUOA, qua'ity control, SlgragE dalNery arfCliOn al~d braclnp Consult AN5€RI'41 Qualify Critella,DSB~99 end SCSI 1 Building Component Safety InlormBtion avallabfe from Truss P#ate Instllule, 583 a'Onotlb Drive, M2dI56n, WI 53719 ry p.. #~~.~'x'R[3S5 co. INC. ,lab _ Pa e 3 pf 14 Truss TrassTypa .Qty 'Ply iSoundbuihNomes lRWiTAY S 722kA Ai FINK .2 # r The Tru55 Co.. Sumner WA! Evgerte OR. DNL ~ Joh Rakrence (aptlonaF} 8.500 5 Mar B 2007 Mi7ek Industries, €nc. Thu Aug 02 10:15:34 21107 Page i ~_'2-4_•• 6.7.10 ~__ 12.3-0 _ 17.10-6 248.0 -__~2&.g-~ 2-0.0 6.7.10 5.7-5 5-7-6 5.7.1D 2-D-0 Scale A 1:45.0 `~ ~- ' 2xa r 3x4 = 3x5 = 3x4 = 2xA ~~ $-$-13 ----~ ifi-4-1D QD-6-D I 24-6 &&13 7-7-#3 4-1-6 4.0.0 LOADINO(psq TCLL 25 0 SPACING 2.4.4 C51 ~ DfFL €n (roc) Ilde9 t.1d ~ PLATES GRIP . TCDL A D Pialeslncreaso 1,15 TC 0.58 ; Vert(LL} •0.07 9-i1 >99D 360 ~ MT2tl 16Sl146 . i3CLl 0 0 Lumberlncrease 115 SC D.a4 Vcrt(TL) •0.46 9-ii >999 240 . 13 D Rep Stress inrl YES WB O.SB fivrs{TL) OA3 8 rva nla L 7.0 C Ccde IRC2DO6fTP120p2 (Matrix} r wai..nr. oc iti Lulwg~R TOP CHORD 2 X 4 HF hla.2 BOT CHORD 2 X 4 HF Nd.2 4VE85 2 X 4 3i~7SPF 5[ud1STf] RFJyCT10N5 (Iblsize} 2=90070-3•e, a=1322103-8 Max hlorz2=-62(LC 6) Max Uplitl2=-140(LC 5}, 6=-241yLC 6) FORCE5 {Ib) -Maximum Compress{onrMaxlmum TensEoa • TCP CHORD 1 2=0149, 2-3=•1427ry6, 3~4=•3p757430. 4.5=$411D4. 5~=-3321951, B-7=Dl49 BD7 CHORD 2-12»-7an234. 71-12=;4111179, 10-;1=61639, 9-10=-8ffi39. 9-9=07325, 8-8=-798!384 WE95 3-17=-427!114, 4-31=-44!518. 4-9=•210!69, 5-9=0I35d, 5-8=•iS561317, 3.12=0117$ NOTE5 (9) i) Unbalanced roof live loads have boon considered (ar ibis design 2 1A7 d' 4x-0 = a Bf2ACENG TOP CHORD Structural woad shealhFng directly applied or 4a.6 ac purlins, 80T CHORD Rigid ceiling directly eppFador f0.0•pocbracing, Except: 6.0.0 oc bradng; 66. n . ASCE 7-05, 85mph, h=25ft-, TCDL=4.8psf; t3CDL=4,2ps1:Category ft; Lxp B, enddsod:ldWFRS gabs end zone; cantilever :ell and righE exposed; end vertical3efl and right exposed; Lumbor DOL=1,33 plate grip DCL=1.33, 3y This truss has been designed fora 1D.0 pst batidm chord Ilve load nanrvnwrrenl with any other }ive loads. a} TNs buss requires plate Inspection parlhe Tooth Count A4slhod when ibis truss is chosen #ar quality assru-ance inspection. 5) • This truss teas been designed for a live Ioatl of 20.Opsf on Iho boi€om chord in ah aroaswhere a rectangle 3-8-D fall by 2-0-0 w'de wi11 61 bshveen Ote bottom choM and any other members, 6) Provide mechanical connariion (by others) of truss lb beanng plate capable o} wlthsientlinQ 140 tb uplill at joint 2 antl 24# Ib up(i#1 alJolnt 8. 7y This truss is tlesignetl in accordance with the 20(36 Inlematlonaf Resident€al Cade sections R5D2.31.1 and R8o2,ip.2 ana relorenced standard ANSIfrPI i. 8} ThcS buss I5 tlaslgnetl fo7 a Deep factor of 1,25, wriirh i5 used La calcalal0 Shd 1ota1 load defleuion. The bulftling deslgnaf shall verify Thal this parameter firs with the inlertded use of th;s rompoaanl. 9) Au dimensions are given in leet•inches-srxleenlhs {FF-II-SSy format. LOAF CASf{S) Slantlard 1 {}'\RHIrVG! ~-VERIFY D~'StGN P ~l2g11'1FTPRS nh'D Rr,~l, ND7F5 ON THr~T~{t!S5 DRAWING NO"j~'~ f3EFOR£ IfSE Design valid for use vAlh Milek connectors, TMs design Is based only upon parameters shown, and Is far an individual build[ng mmponent lobe installed and loaded verlicaNy. Applicability of tlesign pararnty8rs and proper incorporalEon o{ comppnenl is rosponsibilhy o1 blrildin9 dasfgnor, Bracing shown Is fa lateral support of individua€ weo members only. kddilionaE temporary bracing 10 insure stahilllyduring conslructbn Ss the rasponsibillry o1 the erector, Addltldnal permanent bracing of the ovar~l structure is the responsibility oflhe building designer. for general guidance regarding fabrication, quaElrycon€r01, storage delivery erection antl bra`Eng consult AN$IfFP} 1 Quality Criferia,DS&89 and SCSI 1 Buildng Componeni Saf Information available from Truss Plate Institute, 5831)'l)notrh Oriva, Madison, lvl 53719 oarovzoo7 .: ~; ~- - .~I1 s-s:a,r~.~•fl th~TR~IS~Co, 1NC:. i~ Job Truss Trusr Type ~ Qty :Ply Sovndbu{11 Homes ! f2WlMY Page 4 of 9 4 1224A B ST(7UDE0 TR ~ 7 4 ; . The Truss Co., Sumaer WA l Eugeno OR ONL ~ ~ Job Referents (oplieneQ ' , 8.540 r Mar 8 2047 Mi[ ek lnduslries, inc. Thu Aug 42 i0a5:352007 Page 1 - 2-0.0 5-6-6 I ~t-----~.. 32-4-8 __~.~_ 17-6-0 22.7.40 28-5-10 35-0-~ 9 2.0.0 fi-6-6 5-i0-1 5.1-10 5-1-10 , i 5-10-1 B-9$ 2•U-0 Scale = 1:7q.5 3x5 li 3x8 II 3x8 IE 3x6 II 5.04 (12 3x8 II 3xB II 4z8 1 7 8 9 90S13z6 II 14x12 _~ 3x4 ~ . e 12 3x6 II 3x8 11 3x5 ~ 5~ 5 3 S 1 13 14 3zS ~ 6x9 13 ' 1 S 3x5 ~ 3x6 II * 2x4 ~~ 4 ~ 46 ~ 41 16 3x8 it 3 N 3 4 S 5 17 II 0 18 19 3x8 . i 2 s 4 ~~ 3 i 1 a S Z ~--~ ~a I# a u s Ir 20 ~1 - ---- -..~i- 211-' -~~~•~ -~~-~ 2x4 fl 2x4 II ~-~~~'~~ qo 3x6 ~ 33 47 48 32 31 30 29 28 27 28 25 24 23 22 4xB 3x4 = 4x9 = 5x5 - 2x4 it 3x4 ~ 2%4 II 2x4 II 3x5 2x4 U 2x4 II 2x4 II 2x4 II 2x4 II 2X4 Il 2x4 it ' 2xA #I I 8-11-4 17-6-0 { 28.1-0 2t~-~-a 3SQ-0 8.31.0 8.7.0 ~ 8.7-4 {S-Sx 8-5-12 Plate Offs©IS {X,Yj~ I2;p-2-15,0.1-8j. ]&05-0 0-0.8], [7.0-Sd,0-0-8]. [6:0-5.4,0-fl-Bj, (10:0.5x,0-osJ], [11:OS-4,0.08]. [ i2:05 .,0-11A[, ]13:0-d-12.Etlgef, [14:05.4,0-04i], 115:0.5.4.0-118), ]17:0.2-12,0-0-4}, [48:0-54 0-0.8) 119;0.5.4 0-041J [24:0 2 12 Ed 2 4 , . . , - . . ga[, 1 0:0. .12,0.2.0}, (33 0-2-8,0-0.4], {32:1!•2. 0,0-2-OJ LOAf]ING(psf) SPACING 3-QA CSI DEPL TGLL 25.0 PlaEes Inuease i 15 TC 0 94 in {IOC! IfdeO Utl PLATES GRiP I . . VerlILL} iCfk 8.fl Lumbar4ncrease 1,#5 ~ SC 1,00 Vort(TL) -0.25 3233 =983 360 hhT20 1851148 -0 42 233 5569 240 i BOLL 0.0 Rep Stressincr NO VVe 4.54 i Hcrz{TL) BCUL 7 4 . 0.04 3o nla nla E . Cotlb iRC2005liP12002 {M81fix} 1A'efght: 22C Ib LUMBER ._ ~~ 2 BRACING TOP CHGRp ? X 4 kiF No ~ . T(3A GHO SOY CHQRp 2 X 4 HF No,2 RD 3.2-12 oc prating WEO$ 2 X 4 HFlSPF Sfudr57p'Except' (Swilche0 From shbe3ed: Spacing ~ 2-0AI. Except: N!3 2 X A HF hjo,2, W5 2 X 4 HF No 2 3-3.0 oc bating: 2-9 8.0.0 oc txacin : 9 20 07HERS 2 X 4 HF/5PF SludlSTp g - 164.0 bra ac Grtg. 1-2, 20.21 BQT CHORD Rlgitl ceifng directly applied or 5-3.0 oc bratlng. REACRONS (Iblsize) 2=i 359103.8, 2fi=424165•x, 30=56416{i•4, 29=195!6$-4, 28=113416.8-4, 27=5C0618-G-4, 2p=A2911$-4 a ai Jr(s): S. 34, 37, A4, 42 Max Horz2=-118{LC 6) Max Uplift2=-219(LC 5), 26=-SS(LC 6}, 30=.86(LC 5).28=-77{LC 5}, 27A-49(LC 8}, 24=-181{LC 6) Max Grdu2=1359(LC 1}, 26=B2a{LC ?o}, 30»664{LC f), 2g=195(LC 1), 28=1134[f,C 1}, 27-506{LC i), 24=573(LC 10l FORCES ppy-Max4nvmGompression/MnximvmTension TOPCf40Rp 1-2=0r7A,23=•209iI224, 3-0=-1858f164, k-5=-1534!192, 5~8=-311h48, a-7=-1867153, 7.8»•1481180, 8-Y-1381154, 9-10=-2211150, 14.1 i=-237!155, 13-12=277!146, 12-13=-3561114, 13-74=01858, i4-15=OF,T78, 45-16=-81815, 4B-17=-2018 2 5, 77-18=-171fi13, i6-1~-261593, 19-20=-84!565, 20.21=0175 BOT CI10RD 2~3=-20111610, 33-4 7=-6019 3 9, 47-a6=$0!939, 32-0t3=•6(7!939, 3132»-941!141, 3031=-9q#1147, 2934=.901!141. 2 8-29=-9 0117x1. 27-26-•9401341, 26.27=-900!141, 25.28=-51 3197, 24-25=•513197, 23-24=-5391'!x, 22-23=-519194, 20-22=•519!94 WEB$ 3-33=-55187, 53323/853. 5-37=-#140!223, 3637--1081Y211, 3639=-10941217, 32 39=-770!!211, 3234=-48!73, 32.35-78!1502. 356=-8811546, 36.40=-731!524, 404 1--6911 4 71, 13-01=-ti311343, 43.42=•132/Z%9, A2-43=-091256, 2&-43=•7251377, 28.44=711!101, 17.44=571196, 35.4 5=-1 511 4, 10-46=-29!51. 738w•1818, 837=-16!82. 11-38=-2718, 12-44=574!87, 3g-05=2118, 8-05=x5143, 30-00=$50164, 29-41=-198!14. 53-28=-17071x7, 14-02=-444!57, 27x2=x53P0, #543=•4x%/2, 25.44=-7154, 17.24=01118, 18-23=-0154, 19.22-•20!145, 34-05-•1118, 34.46=-i 4/4 NOTES {Si} i) Unbalanced roof five loads have been considered nor If1rs design, 2) Truss designed for wind roads in the Wane of the truss only. For studs exposed io wind (normal ib the tatty, sea Mi7eN alandard Gable End pelalf 3) This Truss has been designed fora 1 tl 0 psi bottom chord I3ve 3oad nanconcurront with any other Ilve loads. 4) This truss requires plate inspec8'on per fhe'fooEA Count fdelhotl when this ln,ss is chosen Farqua?uy assurance Inspection. 5) Gaq~e studs spaced ai 1.4-0or.. 5) • This [cuss has been designed for a live load of 26.Opsl on the bottom chord }nail areas wharo a reclangfe 3-6-0 tall by ?-0-0 wide wit} fit between the poilom chortl and any other members, 7J Provide mechanical connecllon (by plhers) oflivss to Hearing plate sapabib of w1lhsranding 219 1t1 ufn'i((al joinl2, 88 rb up110 at joint 26.86 Ib upfif{ aljofnl 30, 77 Ib upiift at IoiM 28. A91b upllfl at joint 27 and 169 !b upllfl a; )Dint 20. 5) ThFS truss (s designed in accordencE with Ehe 2006 Internalianal Resldentfal Code socllons R542,11.1 and R802.10.2 and referenced standard ANSIITPI 1. 9} peslgn assumes 4x2 {qal orientation) punins et be speGng Indiccted, fastened to Fuss TC w12-14d na1g. 14) This truss is designed far a creep factor of 1.25, which Is used to raleulate the total {Dad deflection. The Duiiding aeslgner sh~ii verify It,al this parameter firs wllh the Intended use or This component, 17) Ail dtmenStOnS are given In Peal-inCl7es-sl%IeanlrlS {FF-11$5} SORl3at. Lt?AI) CASE{S) Standard \1',iRi*i1Nf,! -,VFE{]PY nESICM PA R.4M ETERS.AN©Rl;AD ALL~~-_-.NOT CS Q~+( "~'HfSTFi(iSS E)RA L{~fNG tV0'(:'R.G Fi~'F1]RE IfCE Design valid for use with Mitek connectors TIdS desigrt l5 !rased only upon parameters shown, and is for an Indvidual building wnrponeni to be Installed and baded vertically. AppACab}fity of design parameters and proper Incorporation of component rs responslbilily o1 buiding desgner, Evacing drown is forlaEaral support of individual 55eb members only. Additional temporary bracUlg to insure slabllily during consfruc[ion IS {he respOnslpill{yof 0>c erecbr. Additional pormanenl bracing of Iha overall strucirne is lpe responsibfilry of the building designer. For general guidance regarding fabrkalbn, quality control, storage delivery erection aM bracing ~nsutt ANSilTPI 1 Qualify Crlferia,DSB-89 and BCSi 1 BuIldEng Component Safety Information avalabk hom Truss Plate Inslllute, 583 O'Onofrb {!rive, h?adlwn, Wr 53719 08102!2007 l~ [[ theTRUSSco. [NC. ~o5 rn,ss rrt~55 Typa - ~ - 'Qf - Page 5 of 14 N y !Sounobut~rHOmes l RVJR4Y i22aA 87 SCISSORS '2 ~ 1 The truss Co., Sumner WA r Eugene Crl. DNL `Job Reterenee (optional) $,5005 Mar 82007 Mifok lnDUSldes, inc. Thu tiug 02 i0:15:a62p07 Pege1 I,- 2 0~0 ~_. _ 6-99 1£•f0-12 i7-8.0 £7,1 0 21.1-1 25.11-1a 2g-9-9 -...--F..,..---------} ---- ri----. .-,........,_,._~- 35.0.0 ~_37_p•D 2-p•0 6.9-9 5.1.3 5-7-4 0-5.0 3-2-1 4-10-73 3.3-11 5-2-7 2-40 Scale =1;82.5 4x5 !1 5.00 12 g 2xa 11 3xs W axf0. zxa it 8-4'9 31-10-12 17-11-0 232-11 ~ 26.0-14 35.0.0 6.9.9 ~ 5-1-3 5-0-4 5.3.11 410.3 6.11-2 Plate Offsets (X,Y): [2,II-4-2.0-1.OJ. [T1'0.2.1,Etlgej, [15:0-0.B,pA'-OJ, [38:Q-1-8,0-2-0] LOAFING{psq SPACING 2-0.0 CSf , oEFL in (loc) 11der! Ltd PLATES GRfP TCLL 250 Pates Increase 1,15 TC 0.77 Vert{LL) -0.fi8 t8 >628 360 MT20 185!148 TCDL 8.0 Lumberlnrrease 1.15 SG 0.62 I Vet!{TL) -1.25 f6 >33a 240 BG!,L 0.0 RepSlrassincr YES WB 465 l 11orz(fL) 0.59 ii Na nle t3CDL 7.0 C9de 1RC20DB1TPI2002 (MafAx) ' ~ WeigM: 15016 I LUMBER BRACING TOP CHARD 2 X 4 HF No,2 TOP CHORD Slrucwrel wood sheathing directly apppt:d or 1-10-6 oc pudlns. SOT CHORb ? X 4 }iF hto.2 •Excep7• BOT CHORD Rigid cailing dlrecny applied or 2.2-0 oc bracing. £xcepl: B3 2 X 4 HF 1850E 1.5E 10.0-O DC tracing: 15.17, 6-t5 WEBS 2 X a HFlSPF Siudl57p 'Except' J01NT5 1 &aco a! JI(s): 75 Wt22XaHFNo.2 REACTIONS {Iblslze) 2=15g51q.3.8, 11=1555105-B 71,ax HDrz2=80(1.G 5J Max UpRfi2=-175(LC 5), 11=-775(LC 61 FORCES {Iby • Maximum Compress~cnlMaxirtxrm 7ens!on TOP CHOftp 1-2=01-09, 2-3=-29881202, 311=2451![71, 4 5=-23 3 511 88, 5.6=-3561!180, 8-7--3552!166, 7.8=X5521196, 8-g=-SOa61250, 9-1~5073/241, 10-74=-52581302, 11-12=0147 BOTCrrORD 15.47=01210. &15=-06!2385, 14.75=-57!3918, 13.14=-128!4881, 11-13=-27LUa824, 2.20=-18£12654, 19-20=-187!2664. 18-19=-181x2864, 17.18=8118, 1&17=0151 WE85 3-2D=Dl218, 3.18=-5x3187. 578=105060, 5-45=011075, 7-15-7381151, 7.14=.581596, 6-14=-508!125, 8-13=Of125, 10.13=-1?0194, 15-1.11712577 NOTES (10) 9} Unbalanced r00f iivnloads hate been canSidefetl far Ih~s design. 2) Wind: ASCfi 7-p5, 05mph: h=25n; TCDL=a.Bpsf; BCDL=4.2psh, Category ll; Exp B: enUOSed; N,WFRS gab's end torte: canlilaver iefl and r:ghl exposed; end varliCal IeR and right exposed; Lumber bOL=1.33 plate grip DOL=1.33. 3) 7hfs buss has been designed fpr a 10.0 ps! bottom cYlord Ilve load nonconarren; wlEh any other live loads. 4) This truss roqulres plate inspeelian per free Tooth Count Method when Ihls Muss Is chosen for quaply assuYencd Inspedlon, 5y `This buss has bean Designed for a live toad of 20.Opsi of The Aodom chard In D!t areas where a rectangle 3.6-0 Sall by 2-0.0 wide will fit between the badom chord artd any other memix+rs. 8) Searing at Jolni(s) t 1 considers paralESY to grain value using ANSIfTPi 1 angle to grain formula. Building designer should verity capacity al bearing surieee. 7[ Provide mechanical oorinec7ion {by others) of Inks to bearfig plate cepabio of wft7islantling 175 £b uplin aS Joint 2 end 175 !b upfitl al~oinl 11, R) Th=s truss is deslgnetl fn accordanu+wllh Ne 20067nlemallonal Residential Cotle sections 8502.17.1 and 8802.10.2 and referenced standard ANSIITPf 7. 8j'fhis buss is designed for a creep tatter of 7,25- which is used io calnufale the IolaE load dapection. Ths b~ntlirtg designer shall verify the! IM's parameter f115 with 731e intended use of ribs componartt. 10) fill amensions ere given in fecl•inrhas-sixteamhs {FF-IISS) formeL Lflq p CAS E[S} Standard ~~ .7 11VARNTNG! - V E 1 N 1'r 811 ,T ' 2 ND RFrtD At,1, NClT il)S TRtI$~p1>;/~W]1VG NOTES ~1r~ORE USF Design valid for use with Milek COnrteCiors, T71CS design i5 basetl Only upon parameters shpym, and Is for an individual buildirw3 component to be Insla!£ed and baled veRkally. ssppllcablllly of des[gn parameters and proper ilt~rporatim df component is responsibility of blxWfng designer. 6radng shpwr7 Is tar lateral support of individual web members only. Addtnor7al leri7por8ry bracfnp Io insure slabHi(y dudng conslruc[fo-n is the respdnsibllRydf the ereciw- AddilEOnal permanent bracing Of the weraF sinrctule fs the responslbifity of the bdlEding deslgr~r. For generat puldance regaNing fabrkadon, Guafity control, slprage delivery erectbn and bracing cpnsu€i ANSIfTpi 1 Quallry Critaria,D58.89 and SC51 1 B77IIding Component Safety In]ormailon avallabte f>nm Truss Pi21e InsgliRe, 593 D'pnpfrip ()rive, Madison, Wi 53719 asfaz~zoo~ ,.r''i f!'k~T~2USSco. {xc. 21~ Page 6 of 1d Job Truss Truss7ype ~Oty r saiy .So:,n~uihHOmrx f RWta7v t224A B2 SCI550R5 ~3 7 Fne 7rus5 Ca., Sumner WA f Eu ene OR, DNL 9 ~ Job Roferenca {opllonalj 8.580 s htar 8 2007 MiTex Indusenas, inc. Thu Aug 02 70:16:372007 ParJa 7 2-fl-D S•9-9 11.10-12 17.5-0 #7;17-(3 21-t•i 2511-1A 29-9.9 3Sf~D 37.0-0 2.0.0 6-9-A 5-1-3 5-7.4 45-D 3.2.1 A-10-13 3-9-!1 5-2-7 2-0.0 Scale = 7:62.5 4x5 II 5.OD 42 6 ' ~, 0 2x4 II 3x5 z 4x70 -: 2x4 ?I ~_-__ 5-9-9 ~_~ 11-10.72 I 17-! 1-fl , , +,,,i 22.11 f 28.0-_1.4 ~ _ 35-0-Q,-.-_ 6-9-9 5-1-3 6-0-4 5-3-1i 4-743 6i1-2 Peale Onsets (x,v): {z:o-q-2.o-1-s). [1, o•2•t.edga~. fs:D.4-6,0.3-0~. {,a o•1-6.D-2-o) . LOADING{psf) SPACING 2-D-D CSI DEFL in (loc) 1ldeR L!tl E PLATES GflIP TCLL 25.0 pfalas Increase LiS 7C 0.77 vert(L1.) .0.66 16 >626 380 ` MT26 185!748 TCDf- S.g LumberlnGease 7.75 BC 0,92 ~ Verl(TL) •1,25 16 >333 240 j BCLL O.D Rep Stress Incr YES VJ8 0.65 Horz(fl-) 0.59 11 n!a Na BCDL 7.0 Code 7RGz0081TPi2D02 (Matrix) j We'ght: 1501b Lt)A1BER B1iACiNG 76P CHORD 2 X 4 HF No.2 TOP CHORD SWCtural wood SheaEhing directly appllad or 1-1Db oc purilns. BO7 CHORD 2 X A HF Na.2'Excep!' 601 CHORD Rig1d telling directty applied or 2.2.0 oc bracng. ExccpL t33 2 x 4 HF 1550E 1.5E 10-0-0 oc bracng: 15.17, 6.15 WEBS 2 X 4 HF/SPF 61udlSTD'Except' JOINTS 1 Brece at Jt{s): 15 W722 X 4 HF No,2 REAGTfON3 (iblsizo) 2=1545!03-8, 17~»1555!05-S Max Horz2=60(LC 5} Max Up1dt2=-175(LC 5)• 7 f=-175(LG ej FORCES {I5) -Maximum CanpressbnlMaximum Tension TDP CI-fORD 7.2-0749, 2-3=•29&61202, 3-0=-2457!171, 4-5--23351186, 5$=35817760.8-1=3 5 5211 6 4, 7.8=•4552!106, &9=-5048!250, 9-10=5075!241, 10-#1= 5259!302, 11-12»0147 BOTCHOR6 15-17-0!210, 6.15=X18/2365, #4-f5=5713916, 13-14=-126!4681, i1.73r-218!4824, 2-20=-#81!2664, i9.2~•16112664, 78-19=-181!2664, 17-18={11H, 1617=0f0 WEB5 3-201216, 3.18=-543!87, 5.16=-1050150, 5.1 5=011 07 5, 7.15=•73SI151, 7-14--SSJ586.8-74=509!725, 4 1 3=012 25, i0-13--120!94, 15-18=-117/2577 NOTES {18j 1) Unbalanced roof live loads havo been considered for ihls design. 2y 7Mnd: ASCE T-05; 85mph; h=258; TCOL=4.t3pst BCDL-4,2psf; Category r€; Fxp B; enclosed- MWFRS gabje end zone, CanulevGT ten and right exposed ;end vcrlFCat tab and right exposed: Lumber DOL=3.33 pate grip DOL>t.33, 3) This truss has been designed fora 70,0 psf bottom chord live lead ncnconcurrem with any other live loads. 4) This 1nJ55 requires plate inspacllon per the Tooth Count Methotl when this truss is chosen for quality assurance inspection, 5) • This #mss has been dosignatl for a Ilve lead o' 20.Opsf on the bohom chord in all areas where a rectangle 3E-0 tall by 2-0-0 wide will fit between the Uotlam chord and any other members, 6) Baa4ng at Jaim(s) 71 considers perallel Iv grain value using hNSI1fPi 1 angle to grain formula, Building designer should vedfy capacity of beering sufece. 7} Provide mechanical CAnnrsaon {by others) of truss to bearing plate capable of withstanding 1751b uplilt eljoint 2 and 175 Ib upli8 at )viol 1 i. ej This truss is designetl in accordan~r with the 2006 Internadonai Residan8al Cade sea+ons R502.11,1 and R8D2,30.2 and referenced standard ANSIITP€ 4. s) Ttus truss Is tlesigned for a creep factor of 1.25, which is used ?o calculate the local load def'~eclion, The budding tiesigncr shall verity That this parameter tits with the inlendod use of Ihls ccmponont. 10) Ali djmanslons are given in feel•inches-sixteenths {FF-It•SS) format. LOAD CASE{$] Stallard ~~ / ~'a t ~ I~ARNI_fM~:;M 1'ERfFI' DESIGN t',1~j11i41'E'1"F,RS AND RF \D A],L NOTESDiV'-T;IIS7RUS5 pR~W[NC NOTES 13EFn$~tiSE. Destgn va11d for use with Mihelc rgnneaors. TNS design Is based only upon parameters shown, and is br an Individual blil'iding component to bo installed and loaded verlicapy. Applicability of design parameters a'id proper Incorporation of component Is responsibility o1 building des€g rief- Bracing shown fs (ot Eali:rai suppOd of Indviduai vreb membersonly. ndtlilionaj tomporaty bracing b Insere slabiliEy during consuvclbn Is the responslbildy Of the er:'ctor. Addidanal permanent bracing of the overe;l structure Is the responStbEiily pr the 6uiiding designer. For general grixiance regarding Sabricat~n, quarlry canlrol, storage delivery erection antl braCln9 consult AN$lITPI 1 Quality Ctileria,DSB-89 and 13C51 1 Builtling Component Safety tnformaNon available imm Truss Plate Institute, 583 D'OnofrA Drive, Madison, Mrl 53718 oarozraoot 'rrs .u7~:},~rp,.(1 th~?TRUSSco. t~:tc. 21~ Jab Pa e 7 Df 14 Truss Truss Type ~Cty :Ply ;Soundbuilt Homan l RWMY 9 ', 122aA n3 ~SGSSORS i 'R+e Truss Co., Sumner WAl Eugene pR, pNL ~ ~ - - ~7 ~ , 1 !Job Relerenca (apEianel) 8.500 s Nar 8 2007 HiTek industries, Inc. Thu Aug 02 18x5:38 21)07 Psga 1 s? 0~0 .IY 5-2 9 h__ 9-0~,•__ _~ 13-10.15 17•B-0 21-1-1 25-17-12 29-4T7 35-0-0 37-0.0 2-0-0 5.2-9 3-9.10 4-10-12 3-7-1 3-7-1 4.10-12 3-9.10 5.2-9 2-40 S~,fie =1:825 4x4 I I 0 1 T~4 _ 11-9.8 17-8-0 ~ 23.2-10 ~ 28-0-12 35-0.4 6.11-4 r 4-10-2 5.6.10 5-0.10 4-1x2 8-11-4 Plate OHsais (x,Y): {2:o-z•i.rwag©)r[12:D•al,adge) LaaDl-~a(psfy SPACING 2-D-o TCLL 25,0 Plates lnc[ease 1.15 TCDi, 8.0 Lumfaer Inaeasa 1.15 BCLL 0.0 Rep Slrnss Incr YES BCDL 7A Gode IRC200fiftPf2002 Ll1M8ER TCP CHORD 2 X 4 HF No.2 BOT GtfORO 2 X 4 HF 1850E 1.5E WE85 2 X 4 NFiSPF Studf$TD'Except' Vv'C 2 X a HF No.2 REACTIONS (Iblsize} 2-1 52 310 5-e, 12-1529703-9 Max Hor42=-79{LC 6) Max UpGffY•i88(LC S}, 12--168(LG 5) S.fl0 12 CSI DEFL fn (loc) Ilde}i Ltd ~ PLATES GRIP TC 0.75 VerttLL} -0.77 16 >536 360 i MT20 1851146 RC 0.89 Vert{TL) -1.3616-17 X304 2x0 ' W- 454 Horz(fL} 0,83 12 n!a rile I (Mairlxl I Weight 132 4 GRACING TOP CHORO Structural woad shoalhing directly applied or 1-17-3 oc pctrRns. BOT CHARD Rigfd ceiling direGly applied or 10 0-0 oc Maratg. 31$ FORCES (Ib) • Maximum CompressionlMaximum Tension TOP CHORD 1-2=0147. 2-3=-5147!430. 3~fi=-0956!375, 4-5=~A9271J64, 5-6=-04 5 9134#, 6.7=-3 4 5312 2 2, T-8=3453!227, 6-g--44141262, 9-10=~927f311, 10-11=-09`.rGf3D1, 11-12=-5ia7f38D, f2-13=0fA7 BOT ChiORQ 2.1 6=4 1014 720, 17-18= 342!4558, ib-1 7=-20 313825, 15.16=-11913825, 14-15=-16674556, 12-14--2$4!4720 1NCt3S 7.16=-7252392. 3.18=-128lBG. r18=0!247, 5-17=-51}!120, 8-17=-55!556, 6.1G=•7281154, 6-76=-728!155, B-45a-561558, 9-15=•51#1122. 9-i4=0247, 14.14=-126N1 NOTES (10y i) Unbalanced rpof flue ioatls have bean consltlefod (ar IhiS design 2) Wind; ASCB 7-05; 85mph; h=25il; TCDL>4.epsb RCDL-4.2pst, Category II; Exp B; enWnsed; MWrRS gable and xona; cantilever tail and right axpased; end verlicar left and right axpased; Lumber DOL=1.33 plate grip DOL=1.33. 3) Th1s buss has Veen designetl fore 10.0 psf bdllam cl5ortl live load noncancurrant wish any other €Ive loads. 4} Tfrs buss rcqu]ras plate inspection per the Tnolh CounE Method when this tarns is chosen fa quanty assurance Inspection. 5) ` Tnis truss has been designed far a live load of 20Apsf on the bottom chord in eli areas where a rectangle 3-8-0 tali by 2-0-0 wide will Et between the bottom chord and arty other members. G) Bearing attolnt{s} 2, 12 consldars parallel to groin value using ANS17fi'i 1 anglo to grain female. (avllding designer shpuld verity rapaciry oS bearSng surface. 7} Provide mechanical connection (by others} of Huss to bearing plate capable of wiUtsianding 1681b upEitl at joint 2 and 166 Ib uplift at joint 12. 8} Thls buss 1s designed In accordance with the 20061nlemalional Residenlfal Code sections R502.11.1 asxi £2802.10.2 and referenced standard ANSI/TPI t. 9} This buss is deslgrsed for a nreep fatlor of i.25, which is used to calculalo the tafal load defbctlon. The bvifding designer Shan vority that this paremotar fits with the intended use of this camponanl. 1D} All dimensions are given in Sec{-inches-sixtaanlhs (FF-II-55) formal LOAt7 cRSE'(S} Standard I ~ C+- V IFY P,4 ANt TER•' AND Ri';AD A 1 FS T IS TRCtSS D ~Y1N T 13EF 1 P, Design vaAd for Gsewith Alilkk connaciaS. This desgn is based Deny upon parameters shaven, and Is for an irKlfvidual i7uflding dbmponen! to be Insfallgd and loatled vertically- Appiicabl!ity a4 design parameters and proper incorprxalion of component is rasponslbPdy of huRtling designer. Sraeing shown is !or lateral support of intliVidual vrtrb members Doty. kddilbna! temporary bracing to Insvr2 s3abilhy during rronsfmctian Is Iho sesponsibtiily of the elector. Additional permanent bracing of the ovarali structure Is the lesponsibllity o! the bulldirig dosEgner. For general guidance regarding iabdcal'an, quality egnvol, storage delivery erectldn and bracing consuls ANStITPI 1 Quality Criteria,OSB•89 and BCSt 113uildJng Component Safety Informtdion avaNabl0 from Truss Plate InsGlule, 5A3 p'Onotrp Drive, Madison, WI 53719 osro2r2ao7 ~'~~s ~"' ,~or- 'x th~TRV55co. )rTC. Job Truss Truss Type Qty iPly Pa e 8 of 1 ~+ 'Sound6vili Homes 1 RW1MY 9 1224A Q4 STUDDED TRUSS ,i ~ 1' the Truss Co., Sumner Wq 1 Eugene OR, DNL 'Job Rnlerence (opiionely 9.500 s Mar 8 2D07 MiTek industries, knc. Thu Aug p2 t0:;5:392007 page 7 -2.0~ 6-s•5 ~ 12~-6 i7-8A 22-7.10 2A-5-11 35.0.0 37-0.0 2-0-0 6-6.5 5.10-2 5-7.10 5.1-10 5.10-2 6-6.5 2-0.0 Sce7e = i:61.5 4x4 ~- 3.00(12• 6 ~~ 4xtr ~-8_11-0 17.6-fl _~ 26-1.0 35-pA 3-11.0 8-7.0 ~ ~ &7-0 8-1f-D Place Offsets (X,Y): (2;0•i-10.0-0.2j, {70:71-1-10,0~0.2J - ' LOADING(psl) SPACING &0-4 TCLL 25.0 Plazas Increase 1 15 CSi DEFt in (loc) Ildeg L!tl pLATfdS GRfP TCDL 8.0 Lumberlncrease i.t5 TG BC 0 .a 0.74 € Vert(LL) Vert(TL) -0,351A-i5 r39fl 360 MT20 1851148 •0.5814.75 >709 240 SGlL 0.0 Rap SF[ess lncr YES BCOL 7 0 Nr6 0.77 ~ Horz(TL) 0.17 10 Na n1a . Code IRC2408lTPI2002 {Matrix) i I Weighs: 594 Ib LUMBER TUP CHORD 2 X 4 HF No 2 BRACING . 807 CHORD 2 K 4 HF Ne 2 TOP CHORfl Stturturai woo[! sheaiNng diracl€y applied or 2-9A oc pudlns. 807 CHURD Ri id ceilin a li eU d# d 10 0 WEBS 2 X 4 HFlSPF StudrsTD ' g g pp r ry e ar -0- on bracing. OTHERS 2 k 4 Hp1SPF Slud!$Tp ` REACTIONS (f6/s#ze) 2=1&03!05.8, 10=7p09/0-5-8 Max Horz2=80(LC 5} MaxUplig2=-186(LC 5), 70-•188(LC6y FORCES (!b} - Mazlrnum CompressfonlMaxlmum Tension TOP C}10RD 5-2=0150. 23--3113246, 3-A=-2832!212. 4-5=-?755!227, &6=-200]!188, 6.7=-2Ifp1f1i36, 7-8=4 7 557227, 6-9=•2832f212, 9-1tKJ1 f3l246, 10.11-015D BO7CHpRD 2-15--224!2'779, 15-51=•1322257.5152=-1321?257, 14.52=-132!2257, 73.14=•71!2257, 13.53=-7172 2 57.5354=-7172257, 12-54=7112257, TQ-12--144!2778 t/<cB5 3-15=-357!123, 5.15=•45l524. 5.14=-691!140, 8-14=•tipl€155, 7.14».691!140, 7-12=•157524, 9-12=~57I123 NOTES (11) 1} iJnba3anced roof live loads have bean considered for ihls design, 2) Truss designed fnr wind loads in The gene of ttra truss only. For sleds exposed to wind (notma! to the face), see MITek "Slenaard GaGa End Detail" 3) This Truss has been designed fa a 10.0 psi boila'n chord live toad nonconwrreni wllh arty other live loads. 4) All places are 2x4 MT26 unless otherwise indicated. 5) This buss requires pfale inspecnnnper Iha Tonih Count Method whenlhis truss is Chosen for qua#ily assvfenco inspec0on. 6} Gate sleds spaced at 2-0-0 oc. 7)' This truss has been designed {or a live load of 26.Opsl on the bottom cflord in all areas whore a rectangle 3-0-0 fall by 2-0-0 wide wIFl (t betvieen the bottom U7oN end any ocher members. 8J Prowde meaharticel mnnecilon (by others} of teas to 5eanng plate capebie of withstanding 1#38 Yb uplitl at Joint 2 and 1881b uplffl al joint 10. 9} Thfs buss is designetlln accordance wllh Iha 2006 inlematidnal Resldenlie# Code sections R502.1 f.i and R802.10.2 and referenced standard gNSIlTPI f, 10] This truss is designed for a creep factor of 1.25, which is used to a9ltulate the tota# load deflection. The building ddaigner shall verify Thal tttls parameter Tits wllh Ne intended use of U1ES wmponenL i t} A## dimensions are given r0 Tae.-Inches-sixleenlhs (FF-II-SS) tOrmal ~qA4 CASE(S) Standard ? W:~R !N ; - V ~' S AA7 TE R p~E,L NOTES T1N THIS TRUSS pRAWING YQTSS BEFQRE i1SF. Design valid far use vilh Mllak canneclots. Th15 design is hasod 4nfy upon parameters shwm, and i& far an 1nd;yidual building component tp bo Ins{ailed and ballad vargcally. Appl€cabifity of design parameters end proper IncarporaE#on of clxnpone0l >s responsDitiry of duilding desggner. 8racing shown is fa }alwal suppprt of IOdlyduat web members cnly, Atldiri0nal temporary bracing to Insure slabilEty duriry consEruUien is the tesponsipility of the erecIor. Atldilanal pennanant bracing ar U78 averal situclura is flag responsiil}II;,+o!th~ bulkhng designer. For generalguldance regarding fabrication, quality control, 8iorage delivery erectbn al>d txacing consu3t ANSifTi~i 1 Qua#!ty Criterta,OSB-89 and SCSI 1 Uufldng Component Safely tnformalion avalable firom Truss Plafe Inslllute, 583 D'Onbirb Drive, Madison, lNl 53719 Q~~02~2{1a7 ,:ie ,a'.i thcTRUSSco- (rrc. ti~ -. _, ,~ ~., w ~r rc 3x4 rr 3x8 = 3x5 c 3x4 Job - Truss Truss Type Qty ;Ply Page 9 of 14 :5¢undhui€t Hanes ! RWA+IY i224A B5 MOD. QUEEN 'g i 1 ~ The Truss Co, Sumnar WA 1 Eugene OR DNL ~ ~Joh Relerenca (optfonat) . 9.808 s Mar 8 2D'J7 MiTek Indusldes, Inc Thu Aug 02 10:15:40 2007 Pays 1 ?-0"0- ; s'S-5 _ . _~ .~.. 12.4-6 17-6-0 22-7-10 28-5•i f 35-0-0 37-0-0 2 0 0 6 6 5 5.10-2 5.1-10 5-1-i0 ~ 5-10-2 6 6 5 r ~p_0 g~ Scale = !:61.5 4x4 = 5.00 72 6 ~• 6 8-11-D 17.8.0 F..~- --I-~_._._._~.._~ 29.1-0 -~~ 35-0-p.~~._.i 6-11-p - &7-0 8-7-D 8.11.0 Plate Offsets(X,Y}:}2:0-1.10,0•p-2},j10:0•t•70,0-0.2} ' LOADINO(psl} SPACING 2.0-0 CSI DEPL in (1¢c} Ildaff L/d ~ ?LATES GRIP TCLL 250 Plaleslncreasa 1.t5 TC 0.48 ~ Veh{LL} -0.3514-15 >99g 360 IdT20 1851149 TCDL 6.0 Lumber Increase 1.15 BC 0,79 Vert{TL} -0.58 14-15 ?709 24p BCLL 0.0 Rep Stress lncr YES 1h+Fl 0.77 ~ Horx(TL} 4.17 1p nla Ne ' BCDL 7.0 Coda IRC2006IFP12DD2 (Matrix) ~ i N+elght: 137 ib LUMBER E TOP CHORD 2 X 4 hiF No.2 BRACINf3 80T CHORD 2 X 4 liF No.2 TOP CHORD Slructura! wood sheatMng directly eppFied or 2.9-9 oc purlins. WEBS 2 X 4 WFISPF SIud1STD 80T CHORD Rlgld ceEFing tllractly applied dr 10-0.0 oc txacing RBAC710NS (Iblsize) 2=1689/(1-5-9, 10=1 68 910-5.8 Max Worz2=9p{LC 5} , Max UPlifC2=•166(LC 5), 10=-106#LC 6} FORCES {1b) .Maximum Compressf¢rtlA4aximum Tension TOP CiiORD 1-2=0150, 2-3=3t 1312A9. 34=•28821212, 4-5=-2755J227, 5.8=.2001!186, &7=X0(711188, 7-53=•27551221, 8-3=-2832/,212, 8-10=-3113/246, 10.11=0/5f3 9DT GWORD 2.15=-22Al2779, 15-16=•13212257, 1&•17»-132!2257, 14-17=•132!2257, f 3.74=71!2257, 13-18=•71!2257, 18-19=-71!2257, 12-59=-71!2257, 10-12--14412779 WEBS 3-15=•357!123, $-15=-15!524, 5-14=691!140, 6-to=~8l1155, 7.14=-091/140, 7-12=•15!524, 9-12x-3571123 1} UnhalancPd roof INe IQatlS have bean considered for tni5 design. 2} B jcai ieH anq ght e~osed2l.A~mber lY7L 533 pate gr4ppDpL ~ ~~ il: Exp 8; artelosed; MWFftS geblo antl zone, tanlilevar tali antl right exposed :and 3) This Irvss has been designed for a 1p.p psF bottom chord Pve load norsconcurrenl with any other Irvo loads. 4) This Irvss requires plate inspection por the Tooth Count Molhotl when this truss is chosen for quellly asswance Inspection. 5) ' Thls truss has been tleslgned for a live loetl of 20Apsf ort the b¢nom chord In aq ar¢as where a n:clengla 3{1-0 tali by 2-011 wide w11E fit between the bditom chord and any other members. 6) Provide methanlral connad6on (by others] of Wss to baaring plats c¢peblo of wilhsteriding 109 ib uplih at joint 2 and 1961b uplllt a# joint f 0. 7) Tres truss is dasigned in accordance wEth the 2C06 lntornationat ftasidealiei Code secti¢ns R502.t t.1 and R902.10.2 and re(orenced standard AIVS!lfPl 1. 8) TFss £russ is desfgn¢d for a creep factor of 1 25, which is used to celwlate the total load deFleCt€on. The building dasEgnershall vehfy that tAis perametartts with the lrsiendad use of ltis component, 9p All drmenslons are givenln feel-Inches-sixteenths (FF-II•SS) format. LOAD CASE{Sy Standard 08/02/2007 ._i s`~' s ~~ th~TRUSSG.o. iTIG. ! €~' .. .. .,. ~.. ,a is axes 3x4 = 3x6 = 3x5 = 3xq = Jd5 Tress Page 1 D of 14 Truss Typa ECIy ~ ;Ply ~Sauadbulh Homes ! RvJgylY 1224A &6 GAt3LE 1 , I ~ ~JO4 Reference [aplional} Tha Tn1ss Co., Svmner WA 1 Eugene OR, Dh11. B.S00 s flier 820b7 MiTek Industries, Inc. Thu Aug 0216:15:422007 Pape 1 f-2-D~Q h-~."~----.~w._ f7-6-0 17-s-D ~ i7-s-a z•6-a Scale =1:61.5 3x5 5.09 iz is I ~c 17 ~' 35.0-0 Plate Otfsels fX YJ: (8:0-1-2,D•1.8]. (16.02-e,Edgq), 124:0.1-2,4.1-81. (42 0-2-S,b-p-4) LOADiNG(psf) SPACING 3-0-0 CSf 7GLL 25.0 Pfates3ncrease 1 15 bEFL 1n (foc} Uda9 Ltd PLATES GRiP I , TC 0,54 TCVL 8.0 Lumber lncrdase 1.15 BC D. 15 B Vert(LL) Var1{7L) -0.06 31 -0 OB 31 Mr nl 12D MT2D 165114B 90 CLL 0.0 Rap Stress Inc( NO W8 6.11 I3COL 70 Coda IRC200BfTPf2002 fierz{TL) . 0.01 30 r nIe rile ~ {MelYix) Wcight:2031b LUMBER i n l~ TDP CHORp 2 X 4 HF IYa.2 BRACING IIOT CHORD 2 X 4 HF No 2 TOP CHORD 8-0-0 ac bratAng OTrfE'RS 2 X 4 FiF1$PF Slud/STC (Switched from sheeted: Speang > x-o-OJ_ F%Capt: 6.O.Q ac bracng: 2.16, 16.30 10.4-0 oc bracing: 1-2, 3031 BOT CHORb R79id ceiling tlireWly applied or 10d}0 oc prating, REACTIONS [Iblslza} 2=4 3513 5-q-0, 3o=835135-q-9, 45=115!35.0-0, qq=1 #5735.0-9, 46=118135-0.11, 47~FNTS 1 Bravo a! JI(sp 16 53=161135-D-0, 54-159135-0-0, Sfri5gf35-D-0, 58=188rd5-0~0, 43=158(35.0-0, 4q 583 SA-0480=1 0 5-0.0833=60135-0fl0, 38=F680~35~•D-F153717~60135-0-0536 60! -0-0, 35=15 1 73 5-0-0, 34=15 973 5-0-D. 33=159!35.0-0, 32=186735-0-q Nlax Horz2=-120(LC 6) Max VhIErE2=-102(LC SJ. 30=-123{LC s), 48=-22(LC 5}, 47=-35(LC 5), 4B--28(LC 5}, 49=-28(LC 5), 50=-29{LC 5), 51=29{LC 5), 52=-26(LC5), 53=-31{LC 5).54=-21([-C 5), 55=-07(LC 5y, 43=-22(LC 8), q1=-37[LG 8), 40=28{LC 6}, 39=•28([,C 8}, 38=•29{LC t3), 37=•29(LC 6), 36=-28(LC 6), 35= 3;(LC 6}, 34=-21fLC eJ, 33=•57(LC eJ, 32=-1{LC 5) Max Grav2»435(LC 1), 30=435(LC 1}, 45=115(LC 1), 44=115(LC #}, 46=;20(LC 9}. 47=1G4(LG 9), 40=i60(LC ?), 4D=180{LC ?J, 5q=1 BO(LC 9), 51=1G0(LC 1l, 52=1&0(LG 9), 53=181{LC 1), 54=153(LG 1).55=159(LC 9), 56a186(LG 9), 43=120(LC 101, 41=184(LC 191, 40=160(iC 1J, 38=150(LC i}, 30=160(LC 1D), 37=160{LC #), 36=160(LC 1fl}, 35=181[LC i}, 34=159(LG 1), 33x159(LC 70), 32=186(LC 10) FORGES [fbJ - Nfaximum CompresslonlMaximum Tension TOP CHDRp 1-2=9113, 23=•124!3&. 3-4-7-ttnf52 n-~=snraa a a- ,~.~ _ -._ .,.,..,., . „_ ...... . BOTCHORp WEBS 1545=•9410, 17-44=- "°„" "" ,~ c-oo°wiar„su-a~=w1s1 941D, 14-q8=-101!33, ?3d7=•135!53, 12-08=•133145, 119=-132145, 1050=132!45, 9-5 1=-13 214 5, 7-52=-132145, 8-53--132146, 5-5 4=-1 3 614 5, 4-55=•118!49, 3-68=•185!46, 16.43=-#01!33, 19-41=-135154, 20.40=-?33fA5. 21-39--132145, 22.38=-132745, 23-37=•132!45, 25-38=-132/45, 2835=•132146, 2734=•135!45, 28-33=•116149, 29.32=•18b745 NOTES (12) 4} unbaEanced roof Ilva bads have Daen considered for ih#s design. 2}W~ntl: ASCE 7-05; GSmph; h=25f1: TCDL=q.Bpsf; BCi]L=4.2psF Category Ii; Exp 9; anGosetl; MWFRS gable end zone; ranl4ever left and right exgosetl ; antl vartlcal leh and right exposetl, Lumber DQL=1,33 prate gdp qCL=}.33. 3) This truss pas Daen designed for a iq.0 psi bOliom criord live load nontrncurran! with any other live loads. 4) All plates are 2x4 MT20 uness alherwfsa fndicaied. 5y This Truss requires plate inspadion per she Tooth Count Methotl when this Inrss Is chosen for quallly essurancd fnspauion, 6} Gable 7aqulres continuous bo[{om chard bearing, 7} • This truss has been designed for a live !odd of 2{s.Opsi on Iha batiom chord In ell areas where a racidngle 3-6-D ta!! by 2-0-p wide will fit between the bcllom chortl and any other members, 8} Pravide mecheNcal connecllon (by others} of truss l0 6eering Plato capable of wilhslpnding 102 Ib upllh at[a'vtt 2, 12314 uplift at)o1n130, 221b uplih at;ofn148, 35 fb upfif[ al Joint d7. 281b uplift at join( qs, 28 Ib upSR atjoln149, 291b uplNi erJoint 50, 29 In uplift atjolnt 51, 28 Ib upfifi aljolnt 52, 31 Ib uplht at lolnt 53, 21 fa up]Ih at Jdnt b4, 571b upLtl al Jorni 55, 2214 up11R at;olnl 43, 37 Ip upFifl at jafrn 4i, 26 ib t3plift et joint 40. 26 ib uplift al loins 39, 291b uplift a! )Dint 38, 29 ib uplift al iolnl 37. 28 Ib uplift at 7a~nl 3G, 31 lb up1Nf a€ faint 35, 21 Ib up;ih ai join! 34, 571b uplih ai joint 83 and 7 Ib uplift aljolnt 32. 9) This Truss is designed In accordance wish the 20C61nlemationa3 Residon8el Coda sections RSD2.11.1 and R662.10.2 and reterencea slantlard AN51If PI S, 10} pasign assumes 4x2 [gat orfentaffon} purflns al oc spacing Indicated, iastenad to Wss TC w12.10d naAs. 1 T) Tnis wss Is tleslgned for a creep factor of 1.25, which is used to plculate the total load def€ectlon. The bulitlsng designer apall verify that this parameter fbs wllh the fnlentled use at TMs comppnenl. 12) all tlimenslons are given sn feel-Inchas•sixteenths (FF•II-SS) lormal. LOAF) CASE(S) SfenCfe~ <:I1tR~ra f2r14ii3S aarovzoo~ ;,~, theTRUSScd. tnic:. 5x5 = Job 'truss 1224A tiR 1 Tha Truss Cn,. Sumner Vs'A r Eugene OR, DNL Page 13 of 14 Truss Typa Oly ~ Ply SounaTY,aill Homes 1 Rv'1MIY H3P RAFTER .2 - 1 ; _ - 'JOb HMerenCe (optional} 6.500 s Met ~8 2007 Mi7ek InEusldes, Inc, Thu Aug D2 ~Oa5:d3 2Dd7 Page 1 3.7 ~~ 1 0•o-12 s-7-2 i LOAbINf3(psf] S!'ACING 2.0-Q CSl ~ DEFL in (IOC} Iftle{3 Ltd I pLATE$ QRIP TCLL 25.4 Plateslncrease 1.15 TC O.SI veri(LL} ~d,04 23 >ggg 380 ~ TCDL 8.0 WM11Derlncreese 1.15 BC D.00 Von(TL} -O.OS 2-3 >099 240 ~ BCLI_ 0.0 RepSlresstncr NO WB 0,00 Hoa(TL) -0.00 3 nra Na € BCOL 7.Q Code IRC20[36fiP12002 {M2bixl '. Weight: 101b COMBER BRACING TOP CHORD 2 x d HP 7550E 1.58 TOP CHARD SSruciural wood sheathing diradly applied or 5-7-2 x purllne, k30T CIiORD Rigid coiling directly applied or 140.0 oc bracing. REACTIONS (IkJsfze} 3=12dlMachemcal,2=428!0-4-15 Max Horz2=78{LC 3) Max L1plifCi--28(LC 3), 2=-154{LC 3) FORCES [!b(. Maximum CBmpressionlMaximum Tension TUP CHORb 1-2=0755, 2-3=•66125 Nar~s (e) 1(4Vmd: ASCE 7.05, 85mph; h=25fg 7CDL=4,005( BCDL=4.2psr; Calagory 11; Exp B: anGOSad; MWFRS gaols and zone; carxiievor left and right exposed ; and vertlral leri end right exposed; Lumber DOL-1.33 plate grip 170E=1.33. 2) 'This in,ss has keen designed fora !!w load of 20.Opsf on the bottom chord in all areas where a rectangle 3~•0 tall by 2-0-0 wide will {~t behvaen the kofiom chord and any other members. 3} Retar to girder(s) for trss to truss conneGfons. 41 f~rovlde mechanics! connacpan (tiy others) of (Hass to baadng pieta capable of wllnslareing 28 to uplift al)oint 3 and 754 ro uplift alJninl2. 5) t3avatatl plate or sham required !o provide full bearing surface wits, buss chord at joint{s) 2. S) Ttris buss Is das!gnad in accordance wltri Ilia 20001ntamaltonat Residemlaf Cotle seCtaons 8502,11.1 and 8802.10.2 and referenced standard ANSl1TPI 1. 7) This buss is desigriad tot a creep factor of 3.25, wh€ch is used Sd ralcuiale Ihd local load tlefleclion. The buitdirrg desfgnor shall verify that this parameterfns wdh iho fnlanded use of Ih1s component. B) All dimensions are given infest-inches-sizleanlhs {FP-IISSj rom3al. LOAD CASE(S) Standard I\VAJ;NIfVGi-VERIFY DESIGN I'AR~sMF~sE2~Sj~J,~R~,AUALL 7'., iff U RA '[~~NQT" F S~• 4esign valid 1pr use with Mllak conneClorS. This design is bbased only rrpon parameters shown, and Is for an individual bu;Idinp cpmpananE h5 be iltsla"ed and baded vertlca[Ey. Applicabiiily of design paran>elers anti proper incorporation o! compUTanl is r©sponslGfity of buil0firg designer. Bracing shpwi! is {or lalaraE support of Indiviflual x~b members on#y. Additanal temporary hracing to Insure slab#ilryaudng consiruclion IS Ilia rasponslbi?try of ilia erector. Additional permanent brailx~ el !tie overall slruclure is the responsibAEry of the building designer. Far general guidalxe regarding tabricatan, gltapty control, storage delivery drecbon and hracing oonsuit ANSIfTp11 Qua!€ty Criterfs,DSB~89 and 8C511 Building Component Safety Ihformalion avar7abie (rpm Truss Pfale Institute, 583 D'laipfrb i)rive, Pdadlson, Nit 53719 D8ID2I2D07 r•}' ;i :~'r~>!=1 ~Ej fAzn: ~,;y, th~TRUSSco, stJt:. 2-915 5.7-2 - Job Tress 1224A J22 Tne Truss Go.. Sumner WA 1 Eugene OR, i7NL page 12 of 74 Truss Type ~ " ~ Aty ' ' !Ply Soundbuill Homes ! RWRJfY JACH 2 F i Job R~lorentz {optiane~ 8-~0 s Mar 8 2007 N,iTek Indasln'es, Inc This Aug 02 16:SS;a3 2007 Pena 1 scale= 1s.5 1 LOADINr3(psf} SPACING 2-0-0 TCLL 25.0 Plates tnaease 1.15 TCDL 8.0 Lumberincroase 1.15 HCLL 6 ft Rep Suess #ner YES BCOL 7.6 Coda IRC2068/7PE2062 LUMBER TOP CHORD 2 X 4 HF No.2 BOT CHORD 2 X 4 HFlSPF StOdSTD tiEACTiONS (iblalxe•} 2=28110.3-8, 4=1310.59, 3=•77Mechenic+3l Max Morx2=5q(LC 5} Max Upllft2=-100{LC 5#, 3=•7(LC 1) Max t'irav2=281(LC il. 4=33(LC 2}, 3=15{LC 5y FORCES Qb}-Maximum CompressionlMaximumTension TOP CHpRO 1-2=0ra9, 2-3=-5a15 BOf CHORD 2-0=0/Q ND7E5 (91 ~--W 1-S1-ft 2~A t-11-11 40.5 C51 pEFi. in {loc} IldeO Lrd PLATES GRIP TC 0.33 Verl(LL) •0.00 2 >898 3b0 ~ MT26 1651148 9C 6.09 verl(TLI -0.00 2-0 >9gg 2a0 Wa 6,fl6 Horx(TL} -6,Oq 3 nla tits (Malriz) ~ weigitC 71A sRACINR TOP CHORD $tnictural woad sheothing directly applied or 1-11-1 1 oc purlfns. BOT CHORD Rigid ceilEng directly applied or 10-p-0oc txachg. i) Wnd' ASCE 7-05; 85mph; h=ZSn; TCDL=4 epsl, BCCL~.2pst: Category II; Exp 6; enGosed: MV~TrRS gobla end zone; canlllever left and rlghS exposed ;end venlcal left end tight exposed: Lumtwr PDL=?.33 pieta grip DOL=1.33. 2) This Irus5 has bean desFgried fora 10.0 psi bottom chord live load nonwncu,~ent w€th eny oYh~ live loads. 3) This truss requires Plata inspection per llxr Tooth CounE Method whop Ihis tress is chosen far gaaliiy assurance inspection. 4}' Thls buss has been dosignetl for a live load of 20.Opsf on the bottom chord #n all areas where a reclangla 3{i-tl tali by 2-0-0wtde wll fsl behveen the UDitom chord and any ether members. 5) Refer (o girder{a} for nvss [o Wss connections, 6y pfowde mechanical connecioon {by others) M truss to beating place Capable ofwithsfanding 460 fb uplift aljofnt 2 ersd 71b up1iR atJotnt 3. 7} This miss Is designed In accordance with the 2606 Inlemallonal ResldaMiel Cada sections 8562.11.1 and 8002.16.2 ana referenced s(endard ANSIffPi 1. B# Tt>FS truss (s designed for o creep facror al L25, which is used fo caicaiata the total loatl deflactlan, Tha building designer shat! verity thaE Ihis parameter fits with ma inEendatl use of Ihis COmppnenL e) An dimensions are given in feet-incnas-sixteerY,hs {FF-II-SS} formal LDAP CASE(SJ 5tantlard ?lVARN1N r- CR[FY'pE CN1'. R: R A t)R£AD.4LL 7'[%S Y'f I TAI I3R W G OTF,SRFF I F Oesgn valid for nse with Milek cdnneclots. This design is based only upon parameters Shawn, and is for an }ndivldua! building component to be installed and loaded vertlca€ly. Appticabiliry Oidesign parameters and propt:r lncorparalion of component is responsibBity of build€f(g designer. Bracing shown is forlaleral suppod o! Indirdua) veh members only. AQditlona! lernporary bracing Eo ]nsare stability during conshtc(1on Is the responslbifily of lne emdor. addilionat permanent bracing of U1e overall slniciure is She msponsibil€ry of the building designer. FOr genera! guidance [egatding faUrlcalion, qualify control, storage delivery eractian and DraCtnlg consult Afi5lfTPl t 4uelity Criteria,DSB•89 antl i3CSl t Builtltng Component Safety #nformallon available from 71uss Plate Irtstiiule. 583 D'Orrofr#3 DI#ve, Madison, Wf 537;9 oar~2r2uo7 -i ~~"" r ;J. ,~' .~~~.~ -~ theTRUSSco. t~1c. Job Truss 1224A J42 Tho Truss Co„ Sumner WA 1 Eugcss OR. O1v~L Page 13 of 14 Truss Type ~ ~Oly ~ ,Ply Soundbuih Homes I RW1taY JACK 2 1 ~ - !,Fob Reteronce (opifonal), 8.504 s Mar 8 2{11)7 Meek Indusuias, Inc. Thu Airg o2 10:15:43 2007 Pege t :9.5 ~p i I-~_-...w._~_ ~-I l-II .. ~...- ~~ 9-V-U 1-11-if _ 2-0-5 LOADING s {p ~ SPgC;NG &0-0 CSE i OEFL in (roc} lyde4 Ud , PLATES GRIP 7CLL 25.0 Flafes increase 1.15 TC 0.33 Vorl(LL) -0.02 2-4 >999 360 MT20 ifi51146 TCDL 8.p Lumber increase 1.15 BC 934 Vert[7L] -0.03 2-q a999 2a0 BCLL 0.0 Rep 5lrsss Ina YES WT3 9.00 Hor4(TL) -0.00 3 n!a rVe BCpL T.0 Cotle IRC200t31TP12902 (Matrix) ~ Welghl: 10 Ih COMBER TO? CHORD 2 4 liF N BRACING x o.2 TOP CHORp Shuclurel woad sheathing dirauiy applied or 1-11-71 oc pudlns, t30T CHORD 2 x 4 HF/SPF 6wd1STD r30T CHORD R#gid ceding directly applied or 780.0 oc hrac'ng. REACTIONS (Iblslze# 2»23510-38.4=271Mechanlcal, 3=-71Machenical Max Horz2=54{LC 5} Max Uptill2=-92(LC5}. 3=-7f1.C ty Max Grev2=295(LC 1), 4=66{LC 2}, 3=15(E.C 5) FORCES (IC) -Maximum CompresslonlMaximum Tension TOP CHORD I.2=01k9, 2-3--5x75 BOT CHORp 2-a=010 NOTES {70) i) Wlrrd: ASCE 7.05: 85mph; h=25fi; TCDL-4,Bpsi; 6CpL=a.2psf; Category II; Exp B: enclosed; MARS gable end zone; cantirevar latt and right exposed; entl venicai IeR antl right exposed; Lumbar 110E-1.33 pEALe gnp ^pL=3.33. 2) This Truss has heen designed fora #0.0 psf bottom chord live load nonconcun'enl wuh any ether live Eoads. 3) This truss requires plate Inspection per the Tooth GounE Melhad when this Irsrss is chosen for qualgy assurance Inspection, 4) `This truss has heen doslgned for a Live Toad or 20.Opsf on the hallom chord in ell areas whsle a rectangle 3-6-0 fall try 2.0-0 wltle wl€f Sit between the bottom rnord end any other members. 5) Refer to girder(s) for wss is Wss connections. 5} Refer !a gudar(s) ror lnrss to wss wnnecgons. 7) Provide mechanlaal conneclfon {by others) of fiuss to bearing plate capable of wi(tistanding 82 Eb ugift al )drx 2 ead 7 Ip uplih et)binl3. 8) TNS truss is designetl In accordance wish trte 213:16 Iniemational Residential Code sections R502.17.1 and R802.?0,2 and referenced standard ANSIIrPf 1. S( Ttrfs truss Is deslgnotl for a creep foctar of 1.25, which Is used to ceicutsle sie total load eeReclion. The buPtling designer stied verity that Ibis parameter nix wiR [he intended use of This COmponenl. 10) Ail AlmensionS are given in feet•Inches-6ixleenlhs {pFJ1-SS} (ormaE. LCAP CASE{5) Standard !4{s~RJ~1NG'.--VF.RIF}'t)P;~I,~r\'PARAAIF~ ANUREA~AI,LIYp'fFSON,T~f1STRtE.SSDRAWI~IGNOTE51i8l+OREUSf.. Design valid for use with Mi{ek conneclols. This design is based only upon pprame#ats Shown, and is for an fad'rvritlual building mmponenl 1o he installed and loaded vertically. AppElca6ilfEypfdesEgn parameters and proper inwrporallon of comp~nerll fs responsiAilty of building designer. &acing strewn is for lateral suppdR of indfvidua! wslb members only. Addlfional temporary bracfag io Insure slablhiy tlurirxJ conslrl,C(#ofr is the respo11sl6ifrlyol the erector. Additgnal permanent bracing of the ovefall sinrcture is the resppn5lbillEy otthe buHding designer. Fdr gpaerai guidance regan#ing fahdCation, quality control, storage delivery erection and bracing consul) RN511TPI 1 Quality Criteria,D58.69ond 13C511 Building Gompdnonf Safety Intormatlon avallabla from Truss Plate lnslilute, 583 D'Onoirio Drive, Madison, W153719 08102!2007 ~;¢~ kheTRVSSco, rive. ----'-2 o-a ~.~- I ~ Lit-u a I ? n_s ---- ~ I Job rruss 122AA J44 The Truss Go.. Sumner WA I Eugene OR DNL __ _ _ Page 14 of 14 Truss Type ~ ~ ~ ~Ory Ply ~Saundbullt Homes ! RWlMY JACK .70 1 ' Job Reference (ophona}) 6-500 s Mer 8 2007 MiTek Induslnes. Inc. Thu Aug 02 10:15:44 2007 Page ~ Scale ~ 3:722 LOAp1NG{ps!) SPACING 20.0 TCLL 25.0 Plates increase 7,15 7CflL 8.0 Lumbar Increase 1-15 f3CLL OR Rep 5lrass incr YES BCDL 7.0 Code IRC2006/1'f~12002 LUMBER 70P CHORp 2 X 4 HF No2 BOT CHORD 2 X 4 HFlSPF StudlSTD REACTIONS {Iblslze} 3=651Mechehiral, 2=33 310-3~8, A=27lMechanigl Maz iiorz2=T7{LC 5) Ajax Up11fCS-•23(LC 5}, 2=-9t(LC 5) Mex GrpY3=85(LC 1), 2=333(i.C 1), 4=fi4(LG 2) FORCES pDy-Maximum CompressionrAlaxrmumTenslon TOPGHORp 1-2=0149, 2.3-•67124 @4TCfiORD 2-4=0J0 NOTES {iD} 4.0.0 -~ A-D•0 CSI DEFL in Ildc) Ildetl Ltd pLA7ES GRIP TC 0.36 J Ven(LL) -0.Of 2-A >999 360 A7T20 765l1A8 faC 0.32 i Ver1(TL} -0.03 2-4 x999 240 1N8 D.DD Horz{7L) -0.60 3 nla n!a {Matrix} Weight: 72 lp BRAG7NG TOP CHORD 8lructura! waotl sh[3alhin9 directly applied or 4-d-0 ac pudfns. BOT CHORD Rigid ceiling dkecgy applletl or 10.0-0 oc bracing. 7) W,nd~ ASCE 7-05; 85mph; h=25ft; rCOL=4.bpst; BCDL=4.2p;r; Category II; Exp s; enclosed; MYuFRS gable and zone; Carnllaver left and righi exposed, and vertical tell and right exposed; Lumbor OOL=1.33 plate grip DCL=7 33. 2) This Wss has 77een deslgnetl fore 10,0 psi b@U@m chOrtl live load nonconcurrenl with any other Ilve loads. 3} This Uilss raquiras Plata In5peCUer7 per the Tooth Count Pl~BUlodWhan ih15 miss Is CYtOSen f0f quality assurance inipecgdn. 4) ~ Th15 IfUSS haE been daSrgned for a liYe lOEd Or 200pSF an 1hE bOESOm Chord In a{t aF@aS Wltere ~ fCCtangfa 3{r0 tgll by 2-D-~ WIdB WIII fit betWBBR lhB bottom Chord and any P7hBr membefs. 5) Rerer to girders} for truss Id truss Connections. 6) Rater to girdCr(s) for buss to buss connechdns. 7) Pravfda mechanical connaClydn (by others) of truss fo haanng plate cepable of wr4hstanding 23 tb upIIR BI Joint 3 and 93 Ib uplift at joint 2. 8) This truss Is desrgned in eccdrdanre with the 2006 lnlemaGOrsal Residentlel Goda sections R502.# t.t end R602.10.2 aRd reieren~tl swndard ANfiIITPI 1. 9) Thls buss Is designed idra creep (actor of 7 25, which is used m calaAa!e the Eolal losd deliecllon. The buRding designer shell ved(y lhet this perameler tits Wilh the inlnnded use oflhls component. 10) All dimr3nsions Are given in feel-inches-sixteenths (FF-1655) formal. , LOAD CA5E(S}Standard I \V.aRN1NG! -VERIFY DESIGN PARRMiTER$ AfYD R@AD ALL NOTES ON.T,f~l~„REISS Df2AW]N~t' (VOTF~,.~3EF'4,$1F USE. Design valid !or use with Milek conneotors. ThlS OesigD l? based only upon paramelels shown, and Is for an individual building tomponenf to be inslaCed andand loaded venicatiy. Applicabiiily of design parameters and proper inrAr¢oraGon of component Is tESponsibiElty of 6uiiding dos~nar. Gracing sfvAyr7 is tdr lateral suppon a individua€ x~b members only, Additional temporary bracing fo Insure slatr7lty during conslalclbn is fire ro6pOnskliiily of the emctor. AddllWnal perraaneni hraGng of the overall Slruciu'a iS the responsibility Of She buikling designer. Far ganaral guidance regarding fabrlcalion, qualify control, s7orage CalNery erecUbn and bracing consult ANSIffPI S (]uality Crileria,D58-A9 and BCSi 1 Builtling Component Saf>?3y Information available from Truss Plate Instllute, 5A30'Onoi)Eo Drive, Madison, WI 53719 0810212t]p7