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HomeMy WebLinkAboutPermit Building 2019-11-14SPRINGFIE OREGON Web Address: www.springfield-or.9ov Building Permit Residentia! Structu ral Permit Number: 811-19-OO2569-STR IVR Number: 811019594881 CitY of SPringfield Development and Public Works 225 Fifth Street Springfield, OR97477 54L-726-3753 Email Address : permitcenter@springfield-or.gov Qh Permit fssued: November 14, ZO1-g Category of Construction: Single Family Dwelling Submitted Job Value: $11,OOO.OO Description of Work: Replace flat roof with pitched trussed roof Type of Work: Alteration Worksite Address 1578 16TH ST Springfield, OR 97477 Parcel 1703253 10 1600 Owner: Address: TY HOMES LLC 1574 COBURG RD #397 EUGENE, OR 97401 Busaness Name PROPERTY CONVERSIONS LLC - Primary License ccB License Number 214589 Phone 541-510-7653 f nspection 1999 Final Building 1260 Framing Inspection Group Struct Res Struct Res fnspection Status Pending Pending Various inspections are minimally required on each project and often dependent on the scope of work. Contactthe issuing jurisdiction indicated on the perm it to determine required inspections for this project. Schedule or track inspections at www.buildingpermits.o regon.govCall or textthe word ,,schedule,,to 1_ggg_2gg-2g2| use IVR number:811019594g81Scheduleusing the Oregon epermitting Inspection App, search "epermitting,, in the app store Permits expire if work is nthe issuingage;";';';;il;:t started within 18o Davs of issuance or if work is suspended for r8o Days or longer depending on All Provisions of taws and ordinances governing this type of work wirt be complied with whether specifie.r herein or not,:#,,j1,il::j"..,.T::,ffiu:m:ni::tiri*:*,::;;;;;il;;,1,#i.o,i"ion" of any other ".u,. o.,oca, ,aw ATTENTT'N: oregon law requires you to follow rules adopted by the oregon utirity Irrotification center. Those rures are setl"rllr';r1- es2-ool-oolo throush oo* rirroii-oro. ,o, ,n., .ot.i, ".r,-"" or.n. rures by cailins the ienter at lsoe;All persons or entities ottfo-TiT work under this permit are required to be licensed unless exempted by oRS 7O1.O1O (structurar/Mechanical), ons ezg'sno ra,"or".ii,'"-"d oRS 593.O10-020 (plumbing). Printed onr LL/14/19 Page 1 of 2 c: \myReports/repo rts/ t ptodudtont o 7 sTAN DARO tr.^^a TYPE OF WORK JOB SITE INFORMATION LICENSED PROFESSIONAL INFORMATION PENDING INSPECTIONS SCHEDULIl{G INSPECTIONS Permit Number: 8ll-19-O02569-STR Page 2 of 2 Fee Description Technology Fee Structural building Permit fee State of Oregon Surcharge - Bldg (l2o/o of applicable fees) Printed on: 11/r4l19 Quantity Total Fees: Fee Amount $ 11.00 $219.90 $26.39 $2s7.29 C:\myReports/reports//production/o 1 STANDARD Page 2 of 2 PER.MIT FEES SPRINGFIETD b OREGON www.springfi eld-or. gov Worksite address: 1578 16TH ST, Springfield , OR gl47t Parcr-l: 1703253101600 Transaction Receipt 81 1 -1 9-002569-STR Receipt Number: 472998 Receipt Date:11t14t19 CitY of SPringfield Development and Public Works 225 Fifth Street sPringfield, oR97477 54r'7264753 permitcenter@sprin gfield-or'gov Fees Paid Transaction date 11t14t19 11t14t19 11t14t19 Units 1.00 Ea 1.00 Ea 1.00 Automatic Technology Fee Description Structural building permit fee State of Oregon Surcharge - Bldg (12% of applicable fees) Account code 224-00000-425602- 1 030 82 1 -00000-2.1 5004-0000 20 4 -00000 -425605-0000 Fee amount $219.90 $26.39 $1 1.00 Paid amount $219 90 $26'39 $11.00 Method: Check number: 5021 Cashier: Katrina Anderson TY HOMES LLC Amount:29 Receipt Total:$257.29 Printed: 1 l/14l19 3:35 pm Page 'l of 1 Fl N-Transaction ReceiPt-Pr [r.,r- Ctry or SpRTcFIELD, oREGoN Structural Permit Application ffi225 Fifth Street . Springfield,OP.97477 . PH(541)726-3753 0 FAX(541 )726-3689 This permit is issued under OAR 918-460-0030. Permits expire if work is not started within 180 days of suspended for lE0 days. or if work is '7 DEPARTMENT USE ONLY Permit no.:l, -oo?q62 - gflu Date: j 1l hLllj FEE SCHEDULE 1. Valuation information Occupancy Construction type: Square feet Cost per square foot Other information: Type of Heat: Energy Path: E new lalteration ! addition (b) Foundation-only permit? E Yes f] No Total valuation:$ 2.fees (a) Permit fee (use valuation table):$ fee (equal to(b)$ (c) Reinspection ($ per hour): (number ofhours x fee per hour)$ (d) Enter 12oZ surcharge (.12 x l),$ (e) Subtotal of fees above (2a 2d):$ 3. Plan review fees $ (b) Fire and life safety (65% x permit fee [2a]):$ Subtotal of fees above (3a and 3b):$ 4. Miscellaneous fees (a) Seismic fee, l% (.01 x permit fee $ (b) Tech fee,5Yo (.05 x pennit fee[2a]+PR fee [3c])$ fees and surcharges (2e+Jc+4a+b):$ LOCAL GOVERNMENT APPROVAL This project has final land-use approval. Date: This project has DEQ approval Date: Zoning approval verified: E Yes E lto Property is within flood plain: ! Yes f] No CATEGORY OF CONSTRUCTION fr Residential Govemment I Commercial JOB SITE INFORMATION AND LOCATION Job site address: SPar r/State: 44- Subdivision:Lot no. Reference:Taxlot: PROPERTY OWNER Name: Address: State:ZIP 24 Fax: E-mail: ora being made on requirements under ORS 701.010. cxcmpt from property owned of my immediate CONTRACTOR INSTALLATTON Business narne p Address: State:ZIP: Fax: E-rnail: CCB license no.: Print name: Sigrlarure: INFORMATION Name CCB License #Phone Electrical Plumbing Mechanical Last cditcd 5-5-2019 BJoncs (a) Jobdescription: /furJl'4., \edd r r- Irl oN rl r.0dd I (a) Plan review (65% x permit fee [2a]): application: .J,- .J TSE Engineering Tri-State Engineering, lnc. 12810 NE 178th Street Suite 218 Woodinville, WA 98072 425.481.6601 The truss drawing(s) referenced below have been prepared by Tri-State Engineering under my direct supervision based on the parameters provided by The Truss Company (Eugene). Pages or sheets covered by this seal: I13048020 thruIl3048030 My license renewal date for the state of Oregon is December 31,2020. Re: J1047571 TY Homes, LLC 11B22PE OREGON 7'1 6'82 November 8,2019 Terry Powell The seal on these drawings indicate acceptance of p-rofessional engineering responsibility solely for thetruss components shown._ The suitability and use of this "o-por"rt for anly particular building-is theresponsibility of the building designer, per ANSI/TpI l. Job Truss n01GE Truss Type lory lCommon Supported Gable 11 Jl047571 Ply [:.:":::,:::1 r1 3048020 The Truss Company (Eugene), Eugene, OR - 97402,2g lD:En3TFdmXUOb2F EzY AYB437 yukyl -bHB0DwJwdFMegCUEWcbBKsJ 2-0-0 14-0-0 14-0-0 2-0-0 S€le = 1 :51.3 s.oo lil 13 4x4 12 't1 10 14 I '15 16 3x6 'z 45 17 6 18 3x6 .\ 19 203 .-/21 -?\-.- 2 -..: 22 &--a ,.li 3x4 3x441 40 39 38 37 36 35 34 33 3x6 = 32 31 30 29 28 27 26 25 24 LOADING (psf) TCLL 25.0 (R@f SnoF25.0) PLATES MT2O GRIP 2201'195 Weight: 161 lb FT = 2ook Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. TCDL BCLL BCDL 8.0 0.0 ' LUMBER- ToP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2X4 DF STUd BRACING. TOP CHORD BOT CHORD REACTIONS. All bearings 2&0-0. (lb) - Max Hoz 2=95(LC la) MaxUpliftAlluplift'10Olborl€$atjolnt(s)2,33,35,36,37,38,39'40'41'31'30'29'28'27'26'25'24'22 Max Grav- All rea.tions 250 Ib or less at joint(s) 32, a3, 35' 36, 37' 38' 39 ' 40' 41 ' 31 ' 30' 29' 28' 27 ' 26' 25' 24 ex@pl - -2-zehLc 17),22=297(LC 18) FORCES: 116) - Max. coop./Max-Ten. - All 5rces 25G'(!b) or less except when shown' NO,'ES- - i) wihd ASoE 7-10; vutt=120mph (3-sercna'gusiy vij=esmph; TcDL=4.8pst; BcDL=4.2psf; h=25ft; cal ll.Exp B; Enclosed; MWFRS (envelope) gable end 3:e_ Grlilver lefr and right exposed ; end'vertiel t6t and right exposed: Lumber DoL=1.60 plate grip ooL=1.60 2l -fl$ csiqnod for wincroaas inrrie-ir"n" or tt " tru"" onry. F:or studs exposed to wind (nomal to the fa@), see standard lndustry Gable End Details as apDliEableior consuttiu-aflm6o-olilalng oesigner as per ANSI/TPI 1 - .. gl ;-t ile- z lo; pt=-zs.o psr (nat rmt snowl; caEg!ry ll; Exp B; Partially Exp : ct=1 10 ai inlatiea "no* loaoflEw been @nsiddted'tor thig design' 5) Thrs russhes be"n oe"ig1"3 grcel;i.liJfi';Jil;-# of 16.0 psf or 1.oo times flat roof load of 25.0 psf on overhangs non-concurenl with other live laajs- - O1 elt ptatesore t.Sx+ MT20 unless otheMisdindi''dIed' 7) Gable reouites @ntinuoxs bottogl chord bearing' 8) ea5l: sjuzs spaed a'-1'{-C:-. - ql This tlu$ has been desiqned loFa 1O.O pstiottom chord Iive load non@ncurent with any other live loads' i6)'- ';##ff;;;;".i;"-ri,'; ,"-,:ffiH;dfi:;;""u," u"n". "r,"iJ in arr areas where a rectansle 3-6-0 talr bv 2-04 wide will rt between the bottom tlirl'J-erJinyother:lemb:E - i^^rh,,^rir.ri^inr/s\2 33 35 36.37.38,39,40,41,31,30,29, 11) provide mshani€t @Frdqi6r (by others) of truss to bearjng ptate @pable of withstanding 100 lb uplift at joint(s) 2, 33, 35, 36, 37' 38' 39' 40' 41 28,27,26,25,24,22. RENEWS:12t31t20 November 8,2019 :0-1-6.0-1 -81. I19:0-'1-6.0-1- DEFL. Ve(LL) Vert(CT) Hoz(CT) in 0.02 0.01 0.00 (loc) Udefl Lld 23 nh 12O 23 nh 90 22 nla nla csr. TC BC WB Matrix-SH 0.25 o.12 0.07 SPAC|NG- 2-O-O Plate Grip DOL '1.15 Lumber DOL 1.'15 Rep Stress lncr YES Code lRC2015/TP12014 7tl 6182 A theTRUSSco.tNc. B 7 o ,t l\radison, is based only of component MiTek connedors.an individual for use only with Componentpermanenterector, oI the 1047'571 lTtuss hoz I lH"#:" lo,, lt', [-y Homes, LLCb i 1l I I lJob Referene loptionatl I 1 3048021 Company (Eugene),Eugene, OR - 97402, 7-3-14 2-0-0 20-8-2 6-8-2 7-3-14 2-O-O S€le = 1:51.3 4x6 -s.oo fi- 3xO /- 1.5x4 \\ 4 3 3x6 :\ 6 1.5x4 // 7 82 i{d'l nljo 12 10 3x4 20 3x63x4 '11 19 3x5 /z 3x5 \\ 8-10-13 LOADING (pso TCLL 25.0 (Roof SnoF25.0) TCDL 8.0BCLL O.O LUMBER. TOP CHORO 2x4 DF No.2 BOTCHORO 2\4DFNd.2 WEBS 2x4 OF No.2 rExcpt' 7-10,312: 2x4 DF Stud BRACING. TOP CHORD BOT CHORD Weight: 115 lb Fr = 2oo/o Structural wood sheathing directly applied or 2-2-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. PLATES MT2O GRIP 2201195 RENEWS:12J3112O November 8,2019 REAGTIONS. (lblsize\ 2='t252l0-5-8, 8=1252y0-5.8 Max Hou 2=95(LC 10) Max Uplift 2=-189(LC 10), 8=-189(LC 1 1) FORCES. (lb) - Max. Comp./Max. Ten. - All for@s 250 (lb) or less exGpt when show_ TOP CHORD 2-3=-2254129A, 3-5=-1 966271, 5-7=-1966D7't, 7 -B=-2254t298 BOT CHORD 2-12--2U12017,1 0-1 2=-9211 330, 8-1 0=-1B9DO|7WEBS 5-1O=-112n37,7-1O=-565DO4,5-12=-11An7,3-12=-5651204 NOTES- 1) Wind: ASCE 7-10; Vultr120mph (3-se@nd gust) Vasd=gsmph: TCDL=4.8psi BcDL=4.2psf; h=25fl; Cat. lt; Exp B: Enctosed; MryFRS (env€tope) gabte endzgne; €ntilever left and right exposod ; end Jerti€l lefi and right exposed: Lumber DOL=1.60 plate grip OOL=I.60 2) TCLL: ASCE 7-10; P825.0 psf (fiat roof snow); Category il; Exp B: partiaily Exp.; Ct=.l.10 3) Unbalaned snow lGds have been @nsidered for thls design_ 4) This tru$ has boen designed for greater of min roof live load of l6.0 psf or 1.OO times flat roof load of 25.0 psf on overhangs non-concurent with other liveloads. 5) Thls ttus has been dosigned for a 'lO.O psf bottom chord live load non@ncurent with any other live loads. 6) ' This truss has be€n designed for a live load of 2o.opsf on th€ bottom chord in all areas where a rsctangle 3-6-0 tail by 2-o-o wide wiil fit b€tween the bottomchord and any other membeE, with BCDL = 7.Opsf. 7) Provide mechani@l @nnection (by otheE) of truss to bearing plate €pable of withstanding 'l OO lb uptift at loint(s) except (t=tb) 2=189, 8=189, SPACTNG- 24-O Plate Grip DOL 1.15 Lumb€r OOL '1.15 Rep Stress lncr YES Code lRC2015/TP12014 cst. TC WB Nratrix-MSH 0.81 0.il o.17 in (loc) 423 10-12 4.32 10-12 0.07 8 l/defl >999 >999 nla Ltd 360 240 nla Vert(CT) Hoz(CT) DEFL. Vert(LL) 7r1 6182 OSEGON Design valid for use only with l!!irek connedors. This design is based only upon parameters shown, and is for an individuat buitding component.Appliebility of design paramenters and orcper incorporatio'n of componerir iitsionsiUitity of buitding designer - noi tiui-s-Oesigner. Bracing stromis for lateral support of individual web members onty. naoitionat reripo,i,y tirii,ig ro in"J* "tuuiriry?uring'"ons-;ioi-Line responsioittiry of ttreerector. Additional permanent bracing of the overail structure rs the iespoisiOillry i e*i;ti%,jl"I{J%ffiesi+:.::s;"i:"f;",*:1";*.$d;"f,ff,Ji,;;::""#",g]flitfifi;8trg,lT"i3di33tffdBiior,!,"0**,",,A theTRUSSco. rNc. I wenNwe vanfy detign pann*r aN READ NofEs oN rHls AND |NaLUDED tttrEK REFERENaE pAcE uil-7tn BEFoRE us;E. Job 5 -1-Al IA.n-10 tu1- truss hosce I llruss lype lcnalr I J1047571 Job TY Homes, LLC 113048022 Job Referene (ootional) The Truss Company (Eugene) Eugene, OR - 97402,8.320 s Oct 29 2019 MiTek lndustries, lnc. Thu Nov 7 14.061222019 Page 1 lD:En3TFdmXUOb2FEZYAYB43TyUkyl -?stSryLowAlD0gDpCk8uyUxm?eO75,_?95yONYyLYh? 14 3xS '- 15 14 6-8-2 s.oo Fz 4x8 ll 6-8,2 3x5 -- 5 7-3-14 3x5 -- 2-O-O S@le = '1:53.9 3x5 /z 3xS /z 11 35 3x5 -- 3x6 /z 3x5 /z 3r8 \\ 4 3x6 :\ 316 ,27 ^ 3x5 :\ 3xS -- 3 7 3"5 --1c 3xS /-3x5 :\ 8 iId] 2 3x4 el+ 12 3x4 36 10 13 3x43x6 4x8 4xG ll F N,latrix-MSH csr. TC 0.38 BC 0.72 wB 0.24 in (loc) -0.15 10-12 4.26'tO-12 0.06 8 l/deR >999 >999 nla L/d JbU 240 nla DEFL. Vert(LL) Vert(CT) Hoz(CT) SPAC|NG- 2-0-O Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 , 7.114 LUMBER- TOP CHORD BOT CHORD WEBS OTHERS 2x4 OF No.2 2x4 OF No.2 2x4 DF Stud 2x4 DF Stud LOADING (psO TCLL 25.0 (Roof SnoF25.0) TCDL 8,0 BCLL 0.0 ' BCDL FORcEs.- lrb-) TOE Cl:l1J - BOr CHGID WEBS - BRACING- TOP CHORD BOT CHORD PLATES MT2O GRIP 2201195 Weight: 174lb FT = 200/6 Structural wood sheathing directly applied or 5-9-4 oc pudins. Rigid ceiling directly applied or 1 0-0-0 oc bracing. REACTIONS. All bearings 4-5-8 except (jt=length) 8=0-5-8, 14=0-3-8. (lb)- Max Hoz 2=93(LC 10) Max Uplift- All uplii 100 lb or less at join(s) 1 5 excpt 2=-1 70(LC 1 0), 8=-1 93(LC 1 1 ) ----.MaxGre.lnll€clions25olborlessatjoint(S)15,14except2=945(Lc1),8=1209(Lc1),2=945(Lc1) Max. cor-p./Max.,Ten. - All fr;e-s i5-0ilb) or less exept when shown' 2-3=-1 6a;/ia;,€-n=-fi 27 DOq *7=!18r';61268, 7 -8=-21'l 51299 i_ts=_ztstrcza, ft-15=-273!t575 -'t-t_:4=_273t1676, 12_13.:2721,t664, 1O-12=-93t1222.8-10=-1 95/1 923 5-10=401 n26, 7 -10=-569/240, 5'12=-'.O41562, 3-12=-3361179 NO';ES- - iiui'*i,oa"= ,-.,0; vuri=iz-orirpils-second gust) vasd=gsmph; TCDL=4.8psfi BCDL=4.2psf: hr5ft; cal ll.Exp B: Enclos€di N'lwFRS (envelope) gable end zln ;-?:rllaver left and right exposed ; end-wrtielreft and right exposed; Lumber DOL='1 60 plate grip DOL=1 60 2)T.u$designedforwindrcaminttre-pranegtnet5u5s-onry.F-sstudsexposedtowind(nomaltothefaG),seestandardlndustryGableEndDetailsas appliable-, 6r @nsult qualri+ Stlldrng designer as per ANSI/TPI '1'- .. gl i'Lu-:/ste z-lo; ptius.d rii(nit mf snd; ;ii€csv ll; Exp B; Partialrv Exp ; ct='l'10 4j Unbatanc.d snow loads have been @nsidered fonhis design' 5) This trussias be"n a""innea torgrJa-i"i oi rin ioor rir" ro"'a of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrenl with other live lgsds- - 6) Ai plates are '1.5x4 MT20 unlessltheMise mdi€ted , 7) GabrssrunstPaced at 1-4-0 oc. - iri -n,, ,:r:"S""U"en Oeii6n-e.torj 1O.O pst bottom chord live load.nonconcurent with any other live loads. g) . This truss has been desigrejror a live load of 2o.opsf on tne oottom cnoiJ in all areas where a rectangle 3-6-0 tall by 2-0{ wide will fit between the bottom chord and any other membe6, with BCDL = 7 opsf' .10) provide mechaniel mnnection 1by oitwsl otiruss to uearing plate @pable of withstanding 100 lb uplift at joint(s) 15 except (jt=lb) 2=170, 8=193' 2=170' RENEWS:12t31120 November 8,2019 7a1 6'82 A theTRUSSco. trlc. lQty IPlyl,l 1 -14 Compononl individualis for anandThis noldesigner -and shoM of thetoAdditional structure is the 1047571 laor I lH"#:" lo,, lo', [-y Homes, LLCi I rl | | lJob Referene (optionat) t1 3048023 The Truss Company (Eugene), Eugene, OR - 97402,8.320 s Oct 29 2019 MiTek lndustries, lD:En3TFdmXUOb2FEZYAYB43TyUkyl -T2RW2HMRgUt3eqo0lSfTUiTwl 17-8-2 5-B-2 14 2-O-O Scale = 1:44.9 4\5 4 s.oo liz 1.5x4 \\ 17 18 1.5\4 // Tol r'iITo '10 3x4 - o 5XO - 8 3x4 =3x53x5 8-2-10 LOADING (psQ TCLL 25.0 BCLL PLATES t!,t120 GRIP 2201195SrcF2s.0)(Roof, TCOL 8.0 0.0 LUMBER- TOP CHORD BOT CHORD WEBS 2x4 DF No.2 2x4 OF No 2 2x4 DF Stud BRACING. TOP CHORD BOT CHORD Weight 99 lb FI = 20o/o Structural wood sheathing directly applied or 4-2-2 oc puriins. Rigid ceiling directly applied or 1 0-0-0 oc bracing. REACTIONS. (lb/size) 2=1092/0-5-8, 6=1032/0-+8 Max Hoz 2=-83(LC 1 1 ) Max Uplift 2=-168(LC 10), 6=-168(LC 1 1 ) FORCES. (lb) - Max. Comp./Max. Ten. - Att forces 250 (lb) or less exept when shown. TOP CHORD 2-3=l 906i249, 3-4=-1 6641228, 4-s=-1664r228, 54=-19061250 BOT CHORD 2-1 0=-235117M, 8-1}=-76t'l 132, 6-8=-1 S2l 17ctsWEBS 4-8=-S3/614,5-8=-4721172,4-10=-93t614,3-,tO=4721172 NOTES- 1) Wind: ASCE 7-10;Vult='l2Omph (3-semnd gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft; Cat. il; Exp B; Enctosedi MWFRS (envetop€) gable endzore; enUlever lefr and right exposed ; end vertl€l left and right expced; Lumber DOL=1.60 plate grip OOL=1.60 2) TCLL: ASCE 7-10: PE25.O pst (11at roof snow): Category il; Exp B: partiaily Exp.: Ct=1.10 3) Unbalaned snow loads have been @nsidered for this design. 4) This truss has been designed for gr€ater of min r@f live load of 16.0 psfor 1.oo times flat r@f load of 25.0 psf on overhangs non-mncuront with other liveloads. 5) This uuss has been designed for a 10.0 psf bottom chord live l@d non@ncurent with any other live loads. 6) ' This truss has been deslgned for a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-O wide will lit betwen the bottomchord and any other membeE. 7) P'ovide mochani€l @nnection (by others) of truss to bearing plate €pable of withstanding 1OO lb uptift at joinr(s) except (it=lb) 2=16g, 6=i 6g. RENEWS:12t31t20 November 8,2019 SPACING- 2-0-O- Plate Grip OOL '1.15 Lumber DOL 1.15 Rep Stress lncr YES Code IRC20'15/TP12014 csr. TC BC WB t\.latrix-MSH 0.50 0.48 o.21 in (loc) -0.09 8-16 -0.18 8-'16 0.05 6 Udefl >999 >999 nla L/d 360 240 n/a DEFL. Vert(LL) Vert(CT) Hoz(CT) OREOON il16182 A theTRUSSco. rNc. Job 3 62 Madison, Wl er€dor. Componont THIS AND INCLUDED IIITEK REFERENCE PAGE MII-7.N BEFORE I]SE.A WARNINC - Veily deslgn pearcteB and READ NOTES ON and is for construction is shown o, the BO2 i lTruss Tvoe lCommo loo 1",, lTy Homes, LLCIt | 1i I | ]Job Referen@ (ootronat) t1 3048024J1047 57 1 Job GE n Structural Gable The Truss Company (Eugene), Eugene, OR - 97402, | -2{-0 | 6-3-14 8.320 s 1 2-0-0 lD:En3TFdmXUOb2FEzYA' I 17-8-2 24-0-O 26-0-0 2-0-0 6-3-14 5-B-2 5-8-2 6-3-14 3x5 \- 2-0-0 2\4 Scale = 'l:52.3 4x8 ll 3x5 '-4 3x5 -- 3xS /z 3x5 :\ 5.oo lit 3x6 .l\ 37 JXO ./ 3x5 /z 3x5 -- 2 $7ljo 12 3x6 13 3x4 tl 3x4 =4x6 ll 3x4 =4x8 -10 9 I DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.09 1 1-13 -0.18 11-13 0.04 34 l/defl >999 >999 nla Lid 360 240 nla csl. TC 6U WB Matix-MSH o.32 0.75 o.21 SPACING- 2-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress lncr YES Code lRC201siTPl2014 7-6-1 3 24-0-0 PLATES MT2O GRIP 2201195 Weight: 163|b Fr = 21o/o Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. OREGON 7'1 6'82 LOADING (ps0 TCLL 2s.0 (Roof SnoF25.0) TCDL 8,0 BCLL O.O LUMBER- TOPCHORD 2x4DFNo.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud BRACING- TOP CHORD BOT CHORO REACTIONS. Atl bearings 7-5-8 except (jt=length) 2=0-5-8. (lb) - Max Hoz 2=-81(LC 11) Max Uptitt-Ail uptiel06 tb or tess atjoin(s) 10,8 except2=-162(LC 10),9=4a0(LC 1),6=-148(LC 11) - - - , - Maxcr& -lnlractions25Otbortessatjointls)sex@pt2:994(LCl),10=554(LC 1),8=291(LCl),6=782(LC 1)'6=782(LC 1) FORCES.- -(lb] - Max. CoEp.iMax.Jen. - All f'rrces 250rib) or less ex@pt when shoM' TOE CtSRi - 2-3=4,2al'-2',n+---',l405/19q 4-5=--1 1 1 21178, 5-6=-1329t205 BOi CHCEIO 2-'t3=-213t147s, fr -1 3:58€89,J l-11;-1 1 7/1 1 98, 9-1 0=- 11711198' a-9=-117 I 1 1 98, 6-8=-1 ',l7i 1 1 s8 WEBS- 5-11=446h73,4-13=-841624,3-13=-4U1165 NO;ES- - iiuiiliroa"t r-,0; vurElz-oripije-second gust)vasd=gsmph; ToDL=4.8psfi BcDL=4.2psf: h=25ft: cal lt:.Exp B: Enclosed; MwFRS (envelope)gable end ' z:rj;i:n:taver left and right exposed : end-wrtletrft and right exposed; Lumber DOL=1.60 plate grip DoL=1.60 2l T,uss dusiqned for wino rcom in tL-irlr" {, thu tlrp-""|y. F:or studs exposed to wind (nomal to the fae), see standard lndustry Gable End Details as app'Ti(Eblea6r @nsult qualilel !t'.jlding desibner a' per ANSlffPl 1 '- s) id-l-:lSde z-ro; pr-zs.dpitinat rmt sn@;: ;a:ecsf ll; Exp B; Partially Exp : ct=1 10 aj UnUataned snow loads have been considered fonhis design' 5) This trusstds been desinned torgrJa't"i"i ii-" ;".r ir" i""i of 16.0 psf orl.oo times flat roof load of 25.0 psf on overhangs non-concurent with other live lo3(s' - 6) Al-l placs are 1.5x4 MT20 unlessltheruise ndicaGd- - 7) Ghssuds-spaed at 1{-9 oc. -;i i;;i:;;;--\t" t"en oeli6n-eetor-J io.o psf bottom chord live load nonconcurent with anv other live loads 9) . This truss has been desigrodrbi a tive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-o-o wide will fit between the bottom ,.iHf,,::'fJJr:Ii,TTff5"" to, "rhers) or truss to bearins ptate €pabte or withstandins 1oo tb uplift at joint(s) 10, 8 except (jt=lb) 2=162,s=440,6=148, 6=148. RENEWS:12t31t20 November 8'2019 A theTRUSSco.tNc. 3x5 /z 3 6 tn i-1-1)1 tA n-)-14 i insure WARN1\G - VstW d6tgn paameteg and READ NOTES ON and is for an individual 113048025Homes'LLC 29 7571 OR 4 2-0-0 Smle = 1:33.7 The 11-2 3-1 4\4 4 s.oo liz 1 .5x4 /; 16_5 '1.5x4 \\ 15 6 2 I+ 3x5 -JY 1 7 5x8 3x5 SPACTNG- 2-O-O Plate Grip DOL 1.'15 Lumber DOL 1.'15 Rep Stress lncr YES Code 1RC201sffP12014 csr. TC BC WB in -0.07 -o.14 0.03 (loc) 8-1 1 8- 11 6 l/defl >999 >999 nla Ltd 360 240 nla Vert(CT) Hoz(CT) DEFL. Vert(LL)o.25 0.46 0.16 LOADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL O,O 7.O PLATES MT2O GRIP 220t195 Structural wood sheathing directly applied or 5-5-3 oc pudins' Rigid ceiling directly applied or 10-0-0 oc bBcing. LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF Stud BRACING. TOP CHORD BOT CHORD REACTIONS. (lbisize) 2=812/0-5-8,6=81210-5-8 Max Hoz 2=62(LC 10) Max Uplift 2=-130(LC 10), 6=-130(LC 11) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less ex@pt when shown' TOP CHORD 2-3=-127 3h7 5, 3-4=-S32l1 05, 4-5=-9321 1O5, 5-6=-12731 176 BOT CHORD 2-8=- l 58/1 1 38, 6-8=-96/1 'l 38 WEBS 4-8=-51422,5-8=4251141,3-8=4251'141 NOTES- 1) Wind: ASCE 7-.10; Vutt=120mph (3-second gust)Vasd=95mph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; Cat ll;.Exp B; Enclosedi MWFRS (envelope)gable end zone; @ntitever tefr and right exposed : end verti€l left and right exposed; Lumb€r DoL=l.60 plate grip ool=1.60 2) TCLL: ASCE 7-1 0; Pf=25.0 psf (flat roof snow): Category ll: Exp B; Partially Exp.; Ct=1.10 3) L,nbalanced snow loads have been considered for this design. 4j This truss has been designed for greater of min roof live load of 16.0 psl or 1.OO times flat rmf ioad of 25.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load non@ncurent with any other live loads. 6i . This truss has been deilgned for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membere. 7) Provide mechani€l @nnection (by others) of truss to bearing plate €pable ofwithstanding 100 lb uplifr atjoint(s) except fltrlb) 2= 130, 6=130. RENEWS:12t31t20 November 8,2019 1n6'82 I wennlrc - VerW design pammeteg and READ NOTE' oN THls AND IN)LUDED MITEK REFEREN1E PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is for an individual building component. Appli€bility oI design paramenters and proper inconoration of @mponent is responsibility of building designer - not truss designer. Bracing shown is for lateral suppon of individual web members only. Additional temporary bracing to insure stability during @nstrudion is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSUTPI1 Oualtty Criterla, DSB49 and BCSI1 Bullding Compononl Safety lnlomaion available from Truss Plate lnstitute, 583 D'Onofrio Drive, i/adison, Wl 537'19. A theTRUSSco.tNc. 3 Weight: 70 lb Fr = 20o/o l Matrix-MSH 1047571 Type mon Homes, LLC 113048026 s Oct 2019 ky1-Mqg1 Ihu Nov 14:06:27 3x5 :\ lnc. The Company (Eugene),Eugene,97402, 4-6-14 5oo [t a S€le = 1:33.7 7 u33 i Ij dn'l I ls 4x4 4 12 3x8 3x4'- 3x4 'd 11 3x63x5 '- 810 9 SPAC|NG- 2-0-o Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress lncr YES Code lRC20'lsiTPl2014 CSI. TC BC WB DEFL. Verl(LL) Vert(CT) Hoz(CT) in (loc) -0.09 12-29 -0.17 12-29 0.02 30 l/defl >999 >817 nla L/d 360 240 nla [.4atrix-MSH 0.27 0.39 0.'16 1 1-10-0 LOADING (psfl TCLL 25.0 (Roof Snow=25.0) TCDL 8.0 BCLL O.O 7.0 REACTIONS. All bearings S.5-8 except (t=length) 2=0-5-8, 10=0-3-8. (lb) - Max Hoz 2=62(LC 14) [,lax Uplift. All upliE 100 lb or less atjoint(s) 10 exGpt 2=-133(LC 10), 9=-1a8(LC 1), 6=-1a6(LC i1) , - - : - - l\rax Gra" 'ld €clions 250 lb or less at joint(s) 9, 8, 10 except 2=781(LC 1), 6:727(LC 1\,6=727(LC'l) FoRCES.- {td1 - tttax. cor+./Max.-Ten. - Att t ri"-" is-o;lu1 or t"ss ex@pt when shown. PLATES MT2O GRIP 220t195 Weight 89 lb FT = 21a/o Slructural wood sheathing directly applied or 5-7-7 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. OBEGON 7tl6'82 LUMBER. TOP CHORD 2x4 DF No.2 BOTCHORD 2X4 DF NO.2 WEBS 2x4 DF Stud OTHERS 2x4 DF Stud TOC Ct:SlJ, BOr CHCTID WEBS - BRACING- TOP CHORD BOT CHORD 2-3=-1'n 3l'A; d,1=-834i1'l 5, 4-5=-431/1 14, 5-6=-'1 1 41 h94 2-12=-16411059, fo-t z=-l t sJt!Q0-t15r=-1 1 5/1 006, 8-9=-1 'l 5/1 006, 6-8=-1 1 5i 1 006 4-12=-131339, 5-1 2=-383/1 53, 3-12=-4G6n39 NO';ES- - '1) WiITd:ASCE 7-10; Vuri=Iz-Oripi]S-second gust) Vasd=95mph; TCDL=4.8psfi BCDL=4.2psf; h=25ft; Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zlri;-rlnJl?ver left and right exposed ; end wrti€lleft and right exposed; Lumber DOL=1 .60 plate grip DOL=1.60 2) T,uss dRsigned for wirrl EaG in the plane (5f thd tru$'only. For studs exposed lo wind (nomal to the face), see Standard lndustry Gable End Details as appllcbble: dr @nsult qualiSe] !L:lding designer aa per ANSI/TPl 1. 3) TrU:ISCE 7-10; Pf=25.0 psf (flat roof sns;i aai€dsy ll; Exp B; Partially Exp.; Ct=1.10 4) Unbalanc"d snow loads have been considered fofthis design. 5) This trusstds been desioned forgreater of min ioof live load of 1 6.0 psf or 1.00 times flat roof load of 25.0 psf on ovehangs non-concurrent with other live lqrts- - 6) All plates are 1.5x4 l\,1T20 unlessltheMise ildi€ted. 7l fnbe-suosToaced at 1-4-0 oc. ai this- t1r"-s55s been Oe;ri!nee- tori 'lO.O psf bottom chord live load nonconcurent with any other live loads. 9) * This truss has been deeE r6dior a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other membeB. '1 0) Provide mechani€l connection (by others) of truss to bearing plate cpable of withstanding 1 00 lb uplift at joinl(s) 'l 0 except (t=lb) 2=1 33, 9=1 48, 6=146, 6='146. RENEWS:12t31t20 November 8,2019 I WlnNWe - V"rity design paametes and READ NOTES ON fHlS AND INCLUDED MITEK REFERENCE PACE Mtt-7473 BEFORE USE. Design valid for use only with MiTek connedors. This design is based only upon parameters shown, and is for an individual building component Applicability ofdesign piramenters and proper incorporati6n of component is responsibility ol building designer - not truss designer. Bracing shown is'forlateraisupport'ofindividualwebmembersonly. Addilionaltemporarybracingtoinsu.estabilityduringconstructionistheresponsibillityofthe erecbr. Additional permanent bracing of the overall structure is the responsibility of the build ng designer. For general guidance_regardmg. .. _ tabricarion. ouatitv conrrol, storaqe. dEtivery, erection and bracing. consuh ANSUTPI1 Quallty Criteria, DSB-89 and BCSI1 Bulldlng Component aafetylntotrmtoi avaiiablefimTrussPlalelnstitule 583D'OnofrioDrive,[ladison,Wl53719 A theTRUSSco.tNc. 3 2 lcos I llruss lvpe lcorron I lov l1 [flJ::".,,*1130480271047571 Eugene, OR - 97402,8.320 s Oct 29 201s 7 14:06:282019 -2-0-0 2-0-0 3-11-2 4x4 4 s.oo FI 1.5x4 \\1.5x4 // 5^17J- q 6 1 E '10 3x43x63x483x4 = 3x4 4-6-14 S@le = 1:33.7 11 LoADING (ps0 TCLL 25.0 (Roof SnoF25.0) TCDL 8.0BCLL O.O 7.0 FORCES. (b) TOP CHORD BOT CHORD WEBS PLATES MT2O GRIP 220t195 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2WEBS 2x4 DF Stud BRACING- TOP CHORD BOT CHORD Weight 71 b Fr = 20ok Struclural wood sheathing direcdy applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 2=451/0-5-8,8=1173/0-5-8 Max Hoz 2=62(LC 10) Max Uplift 2=-109(LC 10), 8=-239(LC 7) Max Grev 2=548(LC 17), 8=1 173(LC 1) Max. Comp./Max. Ten. - AII forces 250 (lb) or less except when shoM. 2-3=-627 I 1 1 0, 3-4=-41 5/86, 4-5=-257 1953, n6=-27 5lU2 2- 1 0=-99 I 543, 6-8=-7 221299 3-'10=-335/'1 1 9, 4-10=441383, 4-8=-'1 1 021227, 5-8=-337 11 1 8 NOTES. 1) Wind: ASCE 7-10; Vult='l20mph (3-second gust) Vasd=gsmphi TCOL=4.8psf; BCDL=4.2psf; h=25ft; Cat. tt; Exp B; Enctosed; MWFRS (snvetope) gabte €nd zone: €ntilever left and rjght €xposed : end verticl left and right expc6d: Lumber DOL=1.60 plat€ grip DOL=l.60 2) TCLL: ASCE 7-10; Pf=25.0 psf (flat roof snow); Category il; Exp B: padalty Exp.; Ct=1.1 0 3) Unbalan@d snow loads have been @nsiderad for this design- 4) This truss has b€en designed for greater of min roof live load of 16.0 psf or'1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other liveloads. 5) This lrus has been designed for a 1O.O psf bottom chord live load non@ncurent with any other live loads. 6) ' This truss has b€en deslgned for a live load of 2o.Opsf on the bottom chord in all ar6as where a rectangle 3-6-0 talt by 2-0-O wide will fit between the bonomchord and any other membeE. 7) Provide mechani€l connection (by others) of truss to bearing plate €pable of withstanding 1 OO tb uptift at jolnt(s) except 0t=tb) 2=109, 8=239. ^^^^aa RENEWS: i2t31t2o November 8,2019 SPAC|NG- 244 Plate Grip DOL 1.15 Lumber OOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 Matrix-MSH csr. TC BC WB 0.41 0.20 0.50 DEFL. Vert(LL) Vert(CT) Hoz(CT) in (loc) -0.03 10-13 {.05 10-13 0.01 8 lidefl >999 >999 nla Lid 360 240 nla 7t18t82 Design valid for use only with MiTek connectors. This design is- based only upon parameters shown, and is for an individual buildjng component.Applicbility of design paramenters and prcper incorporati6n ol component ii resionsibility of building designer - not tru;designer. Bracing shownis for laleral support of individual web members only. Additional lempomry oraiirig to insure subility-durin jonstructio;; the responsrbillity of theerector. Addfionat permanent bracing of the overail structure is the ;espo;sibility;f the buildinq delioner ior qen"r"ioridun* ,.orrc,nofabrication, qualitv control. storaae. delivery, eredion and bracing, consurt ' at64r!q! ouiiry car*1", ilsdiii-"Jd6Siitujulng coopo1.ntSsfety lniomdon avaitabte fr-om Truss Ptare tnsrirure, 583 D.6;oirio oiive. Madison Wt 5321s A theTRUSSco.lNc. i[ wtaNwa-v"aya.risn paanetes ail RE4D NofEs oN THts AND |NaLUDED MITEK REFEREN,E pAcE Mrt-ztz3 BEF2RE usE. lob 7 62 boace I lrruss rvoe IGABLE loty 1",, ffy Homes, LLCh I 1l I I lJob Referene (ootionat) I 1 3048028J1047 57 1 Job S I D : E n 37 Fd m XU O b2F EzY AY B 437 y Uky 1 -2-O-O 2-O-O 4-6-14 s.oo liz 3x6 \\ 2A 3x4 /z 3x4 -\ 3x4 :\ 2-0-0 S€le = 'l:34.8 8x10 ll 43x4 -- tlE4Jc{ l, 3x1o // 29s 4x4 :\ 7 I;o 10 3x4 3x4 I 3x6 8 3x4 = - Nratrix-MSH cst. TC 0.36 BC O.20 WB 0.,14 in (loc) -o.01 10-24 -0.03 10-24 0.00 8 Udefl >999 >999 nla Lld 360 240 nla DEFL. Vert(LL) Vert(CT) Hoz(CT) SPACING- 2-0-0 Plate Grip DOL 1.15 Lumb€r DOL 1.15 Rep Stress lncr NO Code lRC2015/TP12014 1- 5-0-0 PLATES l\,,1T20 GRIP 220t195 Weight: 107 lb Fr = 20% Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling direclly apptied or 6-0-0 oc bracing. LOADING (ps0 TCLL 25.0 (Roof Snow=25.0) TCDL 8,0 BCLL O.O LUMBER. TOP CHORD BOT CHORD WEBS OTHERS 2x4 DF No.2 2x4 OF No.2 2x4 DF Stud 2x4 DF Stud BRACING. TOP CHORD BOT CHORD REACTIONS. (lb/size) 2=457/0-5-8,8=1164i0-t8 Max Hoz 2=60(LC 14) Max Upliftl=-1 13(L1l 10), 8=-2ao(LC 7) - - - - - MaxGret=trsILC 17), 8=1164(LC 1) NOiEs- - -:---:.t) wiEd:ASCE 7-10; Vutt=120mphi3-second gust)vasd=gsmph; TCDL=4.8psf; BCDL=4.2psf; h=25ft; cat ll; Exp B; Enclosed; MWFRS (envelope) gableend ztrElcrjil:ver left and right exposed ; end-wrtieHet and right exposed: Lumber DoL=1.60 plate grjp DoL=1-50 z; iuss-isignea tor wirrtro'aos tn tie-fri"" 5itni gr5"t "ry .ior.studs exposed to wind (nomal to the face), see standard lndustry Gable End Details as appliiable-, 6r @nsult qual,J+5ulding designer as per ANSI/TPI 1 - . 3) Tr'-L:/s6E 7-10; pris.d pst (Rat roof snsi; a,tegrv ll; Exp B; Partially Exp'; ct=1 '10 4j Unbalaned snow loads have been mnsiddled 'ofthis design' 5) This truss has been aesi-.neo torgr;'i;"i.i";""i iir" r."".i .t 16.0 psf or 1.oo times flat r@f load of 25.0 psf on ovorhangs non-concurrent with other live lcaas- - 6) AII plates are 1.5x4 MT2O unlessttheMise ndi€Gd - 7) GabssrunSspa@d at 1-4, oc. - Ai ihil t}:slis Oeen dqi6nlefor: tO.O psf bottom chord tive lo€d nonconcunent with any other live loads. g) . This truss has been desg,l6dnbr a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2{-o wide will it betwen the botlom chord and anY other membeG. 1 0) provid. mechani€l @nnection (by othe6) of truss to bearing plate €pabte of withstanding 100 lb uplift at ioint(s) except (it=lb) 2=1 13, 8=240' RENEWS:12t31t20 November 8,2019 7t18'82 A theTRUSSco.tNc. 2 3 6 FORCE-S.- ilb-) - Max. CoEp./Max.Jen. - All (jrcs 250ilb) or less except when shown' TOp OI;6RJ - 2-3=-56'9rl ('2;34=-397 1 1 O8, 4-5=-281 1 101 0, 56=-290/879 BOrCHGTD 2-10=-31/528,6-d=-7581312- - - - --*a_t: _ - _ 3-10=-32Ot107,4-10=-33/360, 4-8='11i"t244,5-8=-339i114 to structure Component Madison, and is for anThlsMiTek connectors.onty with notdesigner -of shown of the r1 3048029Homes, LLC mon 047571 Truss comPany leugene;, s Oct 29 14 Thu 3x4 :- Scale = 1:25 7 4x4 5.oo F 13 2 l+ T 5 6 1.5x4 Il 3x4 /z 7 LOADING TCLL (Roof TCDL Snow=25.0) (psr) 25.0 8.0 0.0 PLATES MT2O GRIP 220t195 Weight: 43 lb Ff = zook Structural wood sheathing directly applied or 6-0-0 oc purlins' Rigid ceiling directly applied or 10-0-0 oc bracing. BCLL LUMBER- TOP CHORD 2x4 DF No.2 BOTCHORD 2x4DFNo.2 WEBS 2x4 DF Stud REACTIONS. (lb/size) 2=612i0-5-8,4=612/0-tB Max Hoz 2=47(LC '10) [rax uplift 2=-]04(LC 10), a=-104(LC 1 1) BRACING- TOP CHORD BOT CHORD FORGES. (lb) - Max. Comp-/Max. Ten. - All torces 250 (lb) or less except when shoM TOPCHORD 2-3=-710179,34=-71ona BoTCHORD 2$=-261594.4-6=-261594 NOTES- i) Wind: ASCE 7-10: Vutt=12Omph (3-second gust) Vasd=gsmph; TCDL=4.8pst BCDL=4.2psf; h=25ft: Cat. ll; Exp B; Enclosed; MWFRS (envelope) gable end zone; €ntilever left and right exposed ; end verti€l left and right exposed; Lumber DoL=1.60 plate grip DoL=1.60 2) TCLL: ASCE 7- l 0i Pf=25.0 psf (flat roof snow): category ll; Exp B; Partially Exp ; Ct=1 1 0 3) unbalanced snow loads have been mnsidered for lhis design. 4i This truss has been designed for greater of min roof live toad of'16.0 psf or 1-00 times flat roof load of 25.0 psf on overhangs non-concurrent wilh other live loads. S) This truss has been designed for a 1O.O psf bottom chord live load non@ncurent with any other live loads. 6i - This truss has been deJigned lor a live load of 2o.opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit b€tween the bottom chord and any other members. 7) provide mechani€l connection (by olhers) of truss to bearing plate €pable of withstanding 1OO lb uplift at joint(s) except (it=lb) 2=104, 4=104. RENEWS:12t31t20 November 8,2019 (loc) lidefl Ud 6-9 >999 360 6-9 >999 240 4 nla nla DEFL. Vert(LL) Vert(CT) Hoz(CT) in -0.04 -0.06 0.01 Nratrix-MSH csl. TC 0.40 BC O.32 wB 0.07 SPAC|NG- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 7116182 I WltnUWC - Vurtty d6ign paanetes and READ NOIES ON THIS AND INCLUDED MffEK REFERENCE PAGE Mll-7173 BEFORE USE. Design valid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component. Appli€bility of design paramenters and proper incorporaiion of component is responsibility of building designer - not truss designer. Bracing shoM is for lateral support of individual web members only. Additjonal temporary bracing to insure stabitity during construction is the responsibillity of the eredor. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardinq fabrication, quality control, storage, d;livery, erection and bracing, consult ANSUTPI1 Ouallty Cdtena, DSB{g and BCSI1 Buildlng Cmponont S6fety Infomation available from Trus6 Plale lnslitute, 583 D'Onofrio Drive, l/adison, Wl 53719. A theTRUSSco.txc. 1 4 11 1047571 GE rnon Supported Gable Homes, LLC 113048030The Truss Company Eugene, OR - s Oct 29 I MiTek Thu 71 2019 S€le = 1:25.7 s.oo [iI 6-0-0 14 4x4 64 7 U IJ I 3x4 =1a 11 10 3x4 = I n l I t| i--l SPACING- 2-O-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress lncr YES Code lRC201s/TP12014 csr. TC BC WB N.,latri x-S H 0.25 0.12 0.03 DEFL. Vert(LL) Vert(CT) Hoz(CT) in 0.02 0.01 0.00 (loc) I/defl L/d9 n/r 12OI n/r g0 8 n/a nla LoADING (psf) TCLL 25.0 (Roof Snow=25.0) TCDL 8.0BCLL O.O PLATES t\rT20 GRIP 220t195 Weight: 51 lh Fr = 20% RENEWS:12131120 November 8,2019 7 LUMBER- TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 DF Stud Struclural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings l2-0-0. (lb) - Max Hoz 2=47(LC 10) Nrax Uplift All uplift 100 lb or less at joint(s) 2, 8, 13, 14, 1 1, 10 MaxGEv Allreactions250lborlessatjoin(s)12,'t3,14,11,1Oexcept2=296(LCt),S=296(LCi) FORCIEJ.- 6Uj - ttlax. CArip.lMaI.Jen. - Att forces 250 (tb) or tess exept when shown. 1 -: +- NOTES- - . v5rrrql feft and right exposed; Lumber DOt:.-6J Ja*6,grip DOL= 1 -60 2) Truss designed for wind loads in the plane of the truss'bnly. For studs exposed to wind (nomal to th€ fae), see Standard lndustry Gable End Detaits as aPkicdu€i s @nsult qualifed building designer as peiANSl/TPl 1. 3) TCI L ASCE 7-10; Pf=?qqp3fjnit roofsnow); Category ll; Exp B; Partially Exp.: Ct=1.10 4) unbalan@d snow loads have bes considered for this design. 5) T;ietd$nd been designed for greater of mii roof'llva load of I 6.0 psf or 1.00 tim6s flat roof load of 25.0 psf on overhangs non-concurrent with othe. live ldads. - o1 eri p'raies ird r.sxa MT20 r;ric;;theruise inoiet]eol 7) G-L;e-Equires @ntinuous bottom chord bearing: - - - 8) Gable stuc-spa@d at 1-4-O oc. 9) This truss 5as been desisned for r 10.0 psf bottom chord live load non@ncurent with any other live loads. 10) '-IJi- Luss has been rlgigrEc fur a live loadlrrJ.vp'sf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chard and ily other membere. - '1 1) Prd'vi-dd fie:lhani€l @rirq:tion 5y otheE) oitruss to bearing plate cpable of withstanding lOO lb uplift at joint(s) 2,8, 1g, 14, 11,10. BRACING- TOP CHORD BOT CHORD OBEGON 7'1 6'82 I W*UWe - VaW d6ign paamete5 dnd READ NOTES ON THIS AND INCLUOED MITEK REFERENCE PAGE Mll-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appli@bility ol design piramenters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is'ftrlateraisupporiolindividualwebmembersonly. Additionaltemporarybracingioinsurestabilityduringconstructionistheresponsibillityofthe erector. Additionalpermanentbracingoftheoverailstructureistheresponsibilrtyofthebuilding.designer.Forgendalguidanceregarding fabricarion. oualiru aontrot. storaoe. detivery, erection and bracing, consult ANSI/TPI'l Quallty Criteria, DSB-89 and BCSI1 Building Cmponent Safety lnlo'madoi avaiiable frim Truss Plale Institule, 583 D'onofrio Drive, Madison Wl 53719 A theTRUSSco.tNc. 5 c -l --\__ u r PLATE LOCATION AND ORIENTATION ' Plate location details available in MiTek 20120 softtYare or upon request. IATERAL BRACI NG LOCATI ON lndicated by symbol shown and/or by text ln the bracing section of the output. Use T, I or Eliminator bracing if indicated. lndustry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss ConstructionDSB-89: Design Standard for Bracing.BCSIl: BuildingComponentSafetylnformation, Guide to Good Practice for Handling, lnstalling & Bracing of Metal Plate Connected Wood Trusses. Symbols PLATE SIZE 4x4 BEARING o-1 d 11; For 4x2 orientation, locate plates 0- lrro" from outside edge of truss. lndicates location where bearings (supports) occur. lcons vary but reaction section indicates joint number where bearings occur. This symbol indicates the required direction of slots in connector plates. The first dimension is the plate width measured perpendicular to slots. Second dimension is the length parallel to slots. Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. theTRUSSco. rNC. I 6-a-8 | dlmenslono shown ln ft.ln-!lxteonths (Drawings nJt to,scale) 2 TOP CHORDS WEBS o =* o -c7-8 c6-7 c5-6 BOTTOM B b 5 PRODUCT CODEAPPROVALS ICC-ES Reports: ESR-131 1, ESR-13s2, ER-5243, 96048, 9730, 95-43, 96-31, 9667A NER-487, NER-561 951 1 0, 84-32, 96-67, ER-3907 . 9432A @ 2006 MiTek@ Ail Rights Reserved ,&General Safety Notes FallUre to Follow Could Cause property Damage or Personal lnjury I ' ,. nio,,ihn.t srabitity bracing for truss system, e.g. I f diagJr.al orX-bracing, is atways requireO. see-aCStt. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individuit lateral bracds themselves may require bracing, or alternative T, l, or Eliminator, bracing should be considered.il,j. Never exceed the design loading shown and never' .tack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owrer anld all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at eachjoint and embed fully. Knots and wane atjoint locations are regulated by ANSUTPI .1. 7. Design assumes trusses will be suitably protected from the environment in accord with nlst,f ii t. 8. Unless otheMise noted, 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 retardant, preservative treated, or green lumber 1 0. Camber is a non-structural consideration and is the responsibility oftruss fabricator. General practice is to camber for dead load deflection. 1 1. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. l-umber used shall be of the species and size, and in all respecls, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chordsr€quire lateral bracing at l0 ft. spacing, or less, if no ceiling is installed, unleis otherwise not6d. 'I 5. Connections not shown are the responsibility of others. 16. Do not cul or alter truss member or plate without prior approval of an engineer. 17. lnstall and load verlically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performancb risks. Consult withproject engineer before use. 1 9. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPl 1 Quality Criteria. 2 o E.oI o_ F o E.o :E O [L F 7 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCI(WSE AROUND THE TRUSS STARTING AT THE JOINT FARTHESTTO T}IE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. Numbering Syfleltn ( ( ( I( ( {(' 1 4 (( 1r(( ; F-.! q!. ,aE p; i d 9 9.d; .Ec 0 J40 E:d o! P4< 6 E =oB:9o k I q= o)I 4ti 6€;83 =:t YF 5P9H= &'3 p Ei @ F.- ROOF NOTES: COMPOSITION ROOF ROOF PITCH: 5/12 OVERHANG: 2-00-00 TOP CHORD LIVE LOAO: 25 psf TOP CHORD DEAD LOAD: 8 psf BOTTOM CHORD OEAO LOAD:7 WIND LOAD & EXPOSURE: Vult 1 TRUSS TO PLATE CONNECTION LAYOUT NOT TO SCALE psf 20 mph - Exp. B BY OTHERS c lz G =o o =o oEo.Co- c(l) E f(oJ ,-i o -o cfI J c) 0) a c (() @ Fr) oo o @ c\I 3-1 't -00 6-1 1-00 AOlGE AO3GE B02GE c01 oooos c02 oo o @ CO4GE oo o o$ 27-11-OO oo (f)o N Oo o F- N ,ta-orloo I ,s-oo-0,l , $ TRIANGLES ON TRUSS ENDS INDICATE LEFT END OF TRUSS ON CORRESPONDING ENGINEERING SHEET GEilEW NOTEg I NIS OMWre PROUOES TRUSS OIMENSIONSND LOGTIONS ONLY NO SAAIL IWAYS BE USED IN CqJUNCIION WITH fPROVEO ACHITECTUA NO STRUCTUML DMWINGS THE GENEW CONIMTOR SH&I VERIFY AL DIMENSIONS IN WRITINO NO BE RESPONSIBLE FOR REPORTING NY OISCREPANCIESIO THE NUFACTURER PRIOR TO FERIqITN. NUSSES Are ffiMELY FLEXIBLE UMIL &L FOfuS OF BMCING NE IN PUCE AND FASTENEO, FOR ERECTION ANO EMCING RECOMMENDAIIONS, SEE THE ENCLOSEO BCSIA1 & BCSLB3 SUMMRY SHEFS, BEFORE INSTILING TRUSSES. REFER TO INOIVIDUA ENGINEEREO TRUSS DBWNGS, LOqTE THE TOP NO BOTOM CHOMS, NO PUCE EUSSES ACCOROINGLY BMCE INOICATED ON ffE ENGINEEREO IRUSS OMWINGS IS WDITORY AND PEMENI FOLLOW PROJECT ENGINEERS/ OESIGNERS INSTRUCTION ON TIE DWNS, NALING ANO OESLL SWAY BMCING. OO NOT CUT DRILL. OR&IERTRUSSES IN NY WAY WITHOW WRINEN AUTHORIATION FROM THE TRUSSCO E BUILOING SUPPLY. iHE CONTSCTOR SSUMES SOLE RESrcNSEILITY OF NY ITEUION OF ATRUSS WITHOUI WRINEN fPROVAL FROM THE TRUSSCO & BUILDING SUPPLY. SUPERIMPOSED LOAOS: A NO MATERIA SHALL BE STORED ON ATRISS SYSEM UNTIL ALL PEMENI AMCING W AEEN COWLETELY INSTILEO, A. CONCENTMTED A UNIFORM LOAOS OUE TO CONSTRUCTION NryOR @@PNCY SWL NOT EXCEED TBOSE S%CIFIED BY THE TRUSS OESIGNERAS TO WEIGHT ND LOqTrcN. C, LOMS SWL NOI BE SUSPENOEO FROMNE BOTOM CHORDS OF TRUSSES UNLESSTHE TRUSSES HAVE AEEN DESIGNED TO SSELY *RY THEPPLIEO LOrc. 1. SEE BCSFA1 SUMMNY SHEET FOR WOLING, INSTILING, RESMNING NO TEMPOMY BMC1NG REQUIREMENTS. 2, SEE ENGINEERED TRUSS OMWNGS NO SUPPLIEO BCSLBI FOR PERffiEM BMCING EOUIREMENTS B: 6.<: :8.9E ii E;: I iEf,!E I *eE Fr Il|lrl t 3 t