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Plans (392) V5T2Or-7 - 00172 Alpine, an ITW Company t 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 SO .Page 1 of l Document ID:1VZ07175Z0404121136 I5 5' - \ l l a.0A.0T Tensa Fabricator: Truss Components of Oregon �J ,vim Job Identification: 0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR Model Code: IRC Truss Criteria: IRC2012/TPI-2007(STD) EO PROF Engineering Software: Alpine proprietary truss analysis software.Version 15.01. ��R ,, Truss Design Loads: Roof -42 PSF @ 1.15 Duration . aGINE-0 -Oy Floor-N/A O 18575 yf Wind -120 MPH(ASCE 7-10-Closed) -.10' Notes: 04 14/2017 l 1. Determination as to the suitability of these truss components for the 0 OREGON .i structure is the responsibility of the building designer/engineer of 9 '"•20,X0'0 Q record,as defined in ANSI/TPI 1. ROLD yy-N� 2. As shown on attached drawings;the drawing number is preceded by:CAUSR7175 GarO�a�t ag(gq�p W-Heal Details:BRCLBSUB-12015EC1-GBLLETIN-GABRST10-PB11510-PB16010-12030EC1-HIPFRAME- Submitted by GWH 12:09:56 04-04-2017 Reviewer:BFR $$ # Ref Description Drawing# Date R-f D- . i. Dr- ,.i • 11- - 1 95014--SDG2 17093071 04/03/17 39 95052--J1 17094027 04/04/17 2 95015--SDG1 17093064 04/03/17 40 95053--A4 17093103 04/03/17 3 95016--SD5 17093066 04/03/17 41 95054--A5 17093093 04/03/17 4 95017--SD6 17093067 04/03/17 42 95055--A6 17093072 04/03/17 5 95018--SD7 17093070 04/03/17 43 95056--A7 17093096 04/03/17 6 95019--C 17093087 04/03/17 44 95057--A3 17093073 04/03/17 7 95020--SD4 17093077 04/03/17 45 95058--A2 17093089 04/03/17 8 95021--5D3 17093076 04/03/17 46 95059--Al 17094028 04/04/17 9 95022--602 17093075 04/03/17 47 95060--A 17093101 04/03/17 10 95023--SD1 17093085 04/03/17 48 95061--Al2 17093088 04/03/17 11 95024--SDG 17093090 04/03/17 49 95062--A11 17093092 04/03/17 12 95025--HG 17093069 04/03/17 50 95063--A10 17093082 04/03/17 13 95026--E 17093078 04/03/17 51 95064--A9 17093083 04/03/17 14 95027--K 17093058 04/03/17 52 95065--A8 17093084 04/03/17 15 95028--SD10 17093068 04/03/17 53 95066--A15 17093079 04/03/17 16 95029--SD9 17093065 04/03/17 54 95067--A14 17093080 04/03/17 17 95030--S08 17094016 04/04/17 55 95068--A13 17093081 04/03/17 18 95031--SDG3 17094017 04/04/17 56 95069--BGA 17093061 04/03/17 19 95032--M3 17094018 04/04/17 57 95070--B 17093086 04/03/17 20 95033--M2 17094019 04/04/17 58 95071--BG 17093107 04/03/17 21 95034--M1 17094020 04/04/17 59 95072--NGE 17094029 04/04/17 22 95035--M 17093097 04/03/17 60 95073--N 17094030 04/04/17 23 95036--MGE 17094021 04/04/17 61 95074--N1 17093100 04/03/17 24 95037--FGE 17093098 04/03/17 62 95075--N1GE 17093099 04/03/17 CD 25 95038--F 17093095 04/03/17 63 95076--L 17093074 04/03/17 26 95039--F1 17093106 04/03/17 64 95077--D 17093063 04/03/17 — 27 95040--IGE 17094022 04/04/17 65 95078--DG 17093062 04/03/17 ' 28 95041--FG2 17093104 04/03/17 29 95042--FG1 17093105 04/03/17 –< 0 30 95043--AGA 17093094 04/03/17 d 31 95044--AG 17093091 04/03/17 rn 32 95045--G1 17093060 04/03/17 CI–"11 / 33 95046--G 17093102 04/03/17 34 95047--GGE 17093059 04/03/17 �� 35 95048--SD7CAp 17094023 04/04/17 p7 36 95049--CCAP 17094024 04/04/17 0 Q i p 37 95050--JGE 17094025 04/04/17 38 95051--J 17094026 04/04/17z C7 } (0417004--JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-SDG2) THIS DWG PREPARED FROM COMPO'fERINPUT(LOADS B DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x6 HF#2:T2 2x6 HF 6S: Bot chord 2x6 DF-L 2400f-2.0E 3 COMPLETE TRUSSES REQUIRED I 2 Webs 2x4 DF-L Std/Stud(g):W2,W4,W6,W8 2x4 DF-L#2(g): c Nail Chord:1 Row 012.0 min.nails Connectors in green lumber(g)designed using NDS/TPI reduction Top 1 Row @12.00"o_. factors. Bot Chord:2 Rows @ 4"o o.c.(Each Row) Webs :1 Row @ 4"o.c. Special Toads Repeat nailing as each layer is applied.Use equal spacing ecaumadr Dur.Fac.=1.15/Plate Dur.Fac.=1.15) between rows and stagger nails in each row to avoid splitting. TC- --( From 75 plf= 15/ to 75 plf at 1.92 4"o.c.spacing of nails perpendicular and parallel to TC-From 37 plf at 1.92 to 37 plf at 18.08 grain required in area over bearings greater than 4" TC-From 75 plf at 18.08 to 75 off at 20.00 (I)-plates so marked were sized using 0%Fabrication Tolerance,0 BC-From 7 plf at 0.00 to 7 plf at 20.00 BC-1544.25 lb Conc.Load at 1.50,2.20 degrees Rotational Tolerance,and/or zero Positioning Tolerance. BC-94.30 lb Conc.Load at 1.93,18.07 120 mph wind,18.95 ft mean hbldg, P gt,ASCE 7-10,CLOSED Located BC-1584.95 lb Cone.Load at 4.00,6.00,8.00 BC-1589.14 lb Conc.Load at 10.00 anywhere in roof.RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC BC-3830.27 lb Conc.Load at 1200 OL=4.2 psf. BC-40.70 lb Conc.Load at 14.02,16.02 Wind loads and reactions based on MWFRS. In lieu of structural panels use purlins to brace all flat TC @ 24" Deflection meets 6is 2.0O.0 live nd L/240 total load.Creep increase OC. factor for dead I ad JT PLATE LATERAL CHORD No SIZE SHIFT BITE [8] W3X5 S 3.50 [9] W4X8 2.00 R 2.00 [10] W3X5 2.25 L 1.25 [12] W5X1 O 3.75 R 2.75 [131 W4X5 1.50 R 1.50 [14] W4X8 2.75 L 1.50 SS0514(1)= 3X5j10]= T2 1.5X4111 4X5[13] H0615= 9 �9 1 - W2 W4 W6 W8 \ -� 2-1-2 0-7-14 -� fl- TI-- I 0-7-14 _r_ ey 18-1-1C 5X7(B1)= 3X5[8]III 4X8[9]= 5X10[12]= 4X8[14]. 1.5X4 III 3X7(B 1) H1-11-0 >I< 3-11-10 + 4-1-6 =I; 4-1-6 >f- 3-11-10 + 1-11-0H I_1-11-0J_ 16-2-0 _I_1-11-0J fc 20-0-0 Over 2 Supports R=9116 U=508 W=5.5" R=5450 U=4441 8 W=5.5" PLT TYP.20 Gauge HS,18 Gauge HSDesign Crit:IRC2012/TPI-2007(STD) tet3 PRO Wave FT/RT=2%(0%)/4(0) 15.01.8i t .t FF , S s :1 OR/-/1/-/-/R/- Scale=.375"/Ft. TtusRComponentsofmC)gi n (503)357-1118 MNARNINGI"REABBlDFIXIOWALL Notes ON Dasesai �.+ t� ♦; 825N4tlr Ave,Camelias OR 97113 "I�Of2." TM.• *oau.mNrnncro THIS DRA :LE..... �s � a F y TC LL 25.0 PSF REF R7175-95 01 noted hese 419575 � y'aim•inoeii(wrolaloeM in sn` far`o ulatest ecaa, cmhandling,shipping. and bracing.safety ITC DL 10.0 PSF DATE 04/03!17to performing oeN „• aiat / C Dau,ar, , properly all nave attached .11:17:.=Z.27:7==========:.=: / BL 7.0 PSF DRW CAUSR71751709307 ant 17093071 oA LAAiE ar naMaro, aoam, cn "aceraI�ng�� ooneteaPevmra� aBC LL 0.0 PSF CA-ENG CWC(CWCOREGONrran.,ian' aa�UstouZ..wanamarr,,. wltn gNsinP1aorareanilune,al;41no.an AN ITW COMPANY Instalaen 8 e Baa `',,.20,199'' TOT.LD. 42.0 PSF SEQN- 339732 A.atl e,SI.Onwlca w Dever WO.1411.0 MN tl,.wina,cdI..t s.awow,..of Pret...la,,.I wglnwAnp 9/4 ...."'.'''SI""V"".`et eaagn anew...n.a www's.12' a baa ereaa a.a,.n,.e ror' '''''.4 e.e V Eltl Rove=Circle Pen.IWllp.etlne,wl,Nbq catlyner ar ANainwp 1 . LD W.N DUR.FAC. 1.15 FROM BB Sarrmmto,CA 9503 ,a general ALPNE: Lana"•".` TPI:w""'i"" ,". .,;:worws ndu=„y.om;',C'•' ,;�aba," awewe MP201 SPACING 24.0" JREF-1VZ07175Z04 y (0417004-JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-SDG1 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#1&Bet.(g):T2 2x6 HF#2: Special loads :T3 2x4 HF#1&Bet.- -(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15 Bot chord 2x6 DF-L 2400f-2.0E:62 2x6 HF SS: TC-From 75 plf at 0.00 to 75 plf at 10.88 Webs 2x4 DF-L#2(g):W1,W8 2x4 DF-L Std/Stud(g): TC-From 38 plf at 10.88 to 38 plf at 12.94 :Lt Slider 2x6 HF#2:BLOCK LENGTH= 1.500':Rt Wedge 2x6 HF#2: TC-From 75 plf at 12.94 to 75 plf at 23.96 Connectors in TC-From 75 plf at 23.96 to 75 plf at 36.58 factors. green lumber(g)designed using NDSITPI reduction BC-From 14 plf at 0.00 to 14 plf at 10.88 BC-From 7 plf at 10.88 to 7 plf at 12.94 120 mph wind,22.40 ft mean hgt,ASCE 7-10,CLOSED bldg,Located BC-From 14 plf at 12.94 to 14 plf at 35.08 anywhere in roof,RISK CAT II,EXP B.wind TC DL=6.0 sf, LB-BCFrom 5 plf.Load at8 to 5 plf at 36.58 DL=4.2 psf. psf,wind BC PLB-1188.40 lb Conch at(10.88,18.18) PLB-2697.49 lb Conc.Load at(12.94,18.18) Wind loads and reactions based on MWFRS. (a)#3 o better scab brace.Same size&80,len th of web member. In lieu of structuralpanels use Attach with 1 Od Bax or Gun nails(0.128"x3",min.)@ 6"OC. purlins to brace all flat TC @ 24" DC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L1240 total load.Creep increase factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [10] W6X8 S 4.75 [15] W4X5 3.00 R 1.50 8X8= 4X5= 6X8(R)III bT2 A8 9 r `�/� •�� 1.5X4 III 1.5X4 111 1, /f� y♦♦ T3 i(a) (a)fig 9-0-0 3X54, W1 /ice/ W8 s 0-10-2 913 .. Ar 11 0-7-14_i_ -7_-14 1 T �, ill '� 82 Y hods ((IH 18-1-101 5X7(E3)= 3X5= 6X8(R)[10] 1I 6X6= 3X5= 77 4X5[151. 6X10(B8R) 5X10(E3)III 1 1-6-0 5-5-4 T 5 57-6-0 l -1 6 6 8 9-1-5 6 6 8-1_ _I_7-5-11 12 I< 5-6-12 r� [, 10-10-8 -I- 13-1-0 _I_ 11-1-8 J k 35-1-0 Over 2 Supports R=4011 U=438 W=5.5" R=3026 U=282 W=5.5" Design Crit:IR FT/RT 2%(0%)/4(0)D) 15.01.11 b-E� PLT TYP.Wave o . - 'S'N :1 OR/-/1/-/-/R/- Scale=.1875"/Ft. Toss Components of Oregon (503)357..1(8 "wARrrvl�rvcl"REM, DFouOWALL NOTES MTH'S MAIMING! �� U ' � O szsx4hAve,CameliusOR97113 "IMPORTANT• TMa�W.TOP. �INa,rorctGTHE INsr,u s e ,p y TC LL 25.0 PSF REF R7175-95015 tne Ww.coition of nosh anon Installing end e,,:obracing.Refer co and ronow 19576 to performing these s',saes require extreme `Ia Scare In fabricating, aprofety'"eernhede"'by Co a" `Ang per SCSI.;,}or 99fBry p _ r TC DL 10.0 PSF DATE 04/03/17 pedled ermanlate�draa�'re wmportop chord eholl have property atwched structural sheathing �"z aaes+donaci chord shall heve as PIe.'.".laonless noted roperly°aer d sI all i �' BC DL 7.0 PSF DRW CAUSR7175 17093004 ALAINE e en e Unless noted gN'e vias.Refer W,l,nai6Oaer•etanOartlpateraeauV". fpm ' 004/20 7 BC LL O.O PSF CA-ENG CWC/CWC AN ITW COMPANYInstallation adr r e:��s h�d'd,e trace In eenrennenne wl.h A III.TPI t o2 na a�r:aidts ng�en , GI OREGON wwen0,1.d...+n0 or coof ver peps Rating 00..drawing.IrObot.....breed Of prof„.Ionn„,.owing 141 an.20,199- ��s. TOT.LD. 42.0 PSF SEAN- 339684 ..e Iro....fey ear me*Wen shown. e w sr end use...is are*for eny srnew..N.the 3351 Roma Circle Iiy of the eNndl.m Designer P.rwwsvrr•I+ae�. lID W.N DUR.FAC. 1.15 Sacramento,CA 9582x FROM BB ALPINE. eo,ne,N,.w ..1:w rmap'; VT awwws nd„";,;y"c',a:0C° fe.e,g Renews 613012017 SPACING 24.0" JREF-1VZ07175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD5) Top chord 2x4 HF#2:T2 2x4 DF-L#2(g): 120 mph wind,23.15 ft mean hgt,ASCE 7-10,CLOSED bldg,Located :T3 2x4 HF#1&Bet.: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bot chord 2x4 HF#2:B2 2x4 HF#1&Bet.: DL=4.2 psf. Webs 2x4 DF-L#2(g):W1,W8 2x4 DF-L Std/Stud(g): :W4,W5 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' design. :Rt Wedge 2x4 DF-L Std/Stud(g): (a)#3 or better scab brace.Same size&80%length of web member. Connectors in green lumber(g)designed using NDS/TPI reduction Attach with 10d Box or Gun nails(0.128"x3",min.)@ 6"OC. factors. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 5X5= 3X5= 5X5= T2 A c T 3X50 9 �,0 • 4i 3X5 ** �yi *, W5 T3 Ni4.4"44.4. i�1(a) (a)��i�. .a 10-6-0 ,, � All ��, ,9 3X5% Wt h,�� ,,0 �� N8 0-io-2 (a) 444, it �� '"(a) i yq�f .-�'� 0-7-14 o I. i a r B2 e \ T ®18-1-10 i 5X10(E5)III 1.5X4 It 3X7= 3X5= 3X7= 1.5X4 III 5X7(B3)(R) III 1-6-0 I.r6 3-12 T6-6-12 1 4-6-8 4 6 8 -Ir 6-6-129-1-0 6-6-12 I_ 12-10-8 I 9-1-0 _I, 13-1-8 -J k 35-1-0 Over 2 Supports R=1559 U=53 W=5.5" R=1684 U=66 W=5.5" RL=206/-194 Design Crit:IRC2012/TPI-2007(STD) EO PROFF PLT TYP.Wave FT/RT=2%0%/4 0 15.01.• - ( ) ( ) S TY:1 OR/-/1/-/-/R/- Scale=.1875"lFt. Truss Coniponenrso1Oregon I1t ••wARNINGI•'READ PIPAPA Fau.OWALL NmACTORSIN DRAWING! $ (� ''� 825N4th Ave,Comelins O11.590731r- �"11btPO�^"r" °olR"�'P'TM��^"�"'°To� ?°""��li+�'��iaa"d b,io.,, (g t,last 7N5 l�'� y TC LL 25.0 PSF REF R7175-95016 ,daaee. ",aa.�T�a .,14; "=i ; 7,i a.a"ee u dl a".7art ,o..a aa=a „lo, 9r TC DL 10.0 PSF DATE 04/03/17 =:.%"2:a`" /� �..- BC DL 7.0 PSF DRW CAUSR7175 17093066 Af�, ONC A' atl � e� app^�e��pp,1,:::.":0=a�a�w,aa"aa�a�i�""a.�. ,a 7:,1�, 0. ,.lzo • " ��" ngat6OMZr"aim`"'°`a��" BC LL 0.0 PSF CA-ENG CWC/CWC g c..me"eas o.d"p Ina."hon ndi ea reapensiale ter aro de..ianen.."m fbls �. OREGON drawing.any failure to build was In cora...pan..wiai ANSITP.f,ler tar handling.slapping. AN RW COMPANY Installs en bracing o<waaea. TOT.LD. 42.0 PSF SEQN- 339687 Aaaal 0n the m.aIng or ower pogo Ramp Olio...wino.Indlatas.eaetana of ptofaolgnsi ang0.aadn 174:1::".20,104%*; penalenlb sa y for Toe...on obey.,..Ina ally eta use ortao alarm°re..,structure lo 5.e Q � iJ51 Ra Circle taaae^bIILLy"1d.e 6aiar.p Designer par ANSITPiI=--e LD W, DUR.FAC. 1.15 FROM BB Sacramento,CA NO sled SPACING 24.0" JREF-1VZO7175Z04 ALPINE. tap e.tM..mm,Tcl..ww.egn..ore.`KreA:.+,..-«-abo',.wauy.com.lee.wr...iecaere o,g Rmewa 6l30/2011 I 0 THIS DING PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004-JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-SD6) Top chord 2x4 DF-L#2(g):T1 2x4 HF#1&Bet.: 120 mph wind,23.90 ft mean hgt,ASCE 7-10,CLOSED bldg,Located :T4 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bot chord 2x4 HF#1&Bet.:B2 2x4 HF#2: DL=4.2 psf. Webs 2x4 DF-L#2(g):W1,W9 2x4 DF-L Std/Stud(g): W4,W5,W6 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' design. Rt Wedge 2x4 DF-L Std/Stud(g): Connectors ingreen lumber (a)Continuous lateral restraint equally spaced on member. (g)designed using NDS/TPI reduction factors. In lieu of structural panels use purlins to brace all flat TC @ 24" OC, Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 5X5= 5X5 3X5�i 3X5' 3X5 1.5X4�� Alk*** s\f-f/A 12-0-0 T -I 9 3XS�i 0-10-2 i%� 0-7-14 � r 5X1010 \ T 3X5= 3X7= 3X5= 18-1-10 1 = 82 5X10(E5)III 5X7(B3)(R) III 1-6-0 4 97-3-121_ 5-0--8 �17-6- 20 8 _1- 5-1 00 _I` 5-0-87-6-12 I 5-0-8 a17-6-1 5-0-8 f 14-10-8 5-1-0 15-1-8 1< 35-1-0 Over 2 Supports R=1559 U=57 W=5.5" R=1684 U=72 W=5.5" RL=235/-223 Design Crit:IRC2012/TPI-2007(STD) - 0 PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.$ '?' .-- SFS.TY:1 OR/-/1/-/-/R/- Scale=.1875"/Ft. "WARNINGTnrss Componems ofOregon (563)357-.I18 "Ufl'ORT THIS WING AO.N 0tUDING TMEi .. VINE Oy REF R7175-95017 825N4th Ave,CameGus OR 97113 (9 tO• F,Q TC LL 25,0 PSF "....ragwra a .oar.In mb,„,,r,..h ,,„„..hlppmg.„,.„,ng and browns R.1.r m ane ronow 19576 o xrrst edition of no e:n lea-. c:7,or :1a«"Safety nawor=eanaun2n.U.a:7,.e.e.r°r•T.enor _ 9r TC DL 10,0 PSF DATE 04/03/17 .4[I �� ) " saott n na. a . Andy "'s,"each o z`"and position"hown abbov13031 ' 7s' ?Ili BC DL 7.0 PSF DRW CAUss7175 17093067 • I o I �l C shownrigid ceiling.Locations ,... -re era tar standard ware va.7,- I I'/20 7 ,,=',aeM.lana',ar.r.xa"n.an�,`.��r',r;a=,'r„,;,s„4.r-bar.7.rz.z r.7.1"..4.nrra,n w, GI OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMRSNY n installation a bracing truss.. �.or r anal ng. prong. A.aai on 00.drawlnp or saver paps lybrg tI ddoMng.IntlbYw.ov.pdns of professional.npinwrbp �L1 a a 20.1ag0 •eQ TOT.LD. 42.0 PSF SEQN- 339694 reo Pl md,.Tori then donshown. yr I Band use or this drawing Ter any.o-uw,a-th. Op 1351 Roma Link responsibilityper ANg aLD W. DUR.FAC. 1.15 FROM BB Sacramento,CA 951128 l.lnb•a gan.ral nota.p.ga and th...wab.aas SPACING 24.0" JREF-1VZ07175Z04 A�pwrE..rove.elpinetw.wm.tpt..vwv.,pinst.org;wrcw.,.wsuardu.ty.com;icc ww.v.lcc.era.org Renews.90/2017 F } TMS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD7) Top chord 2x4 DF-L#2(g):T1 2x4 HF#1&Bet.: 120 mph wind,23.90 ft mean hgt,ASCE 7-10,CLOSED bldg,Located T4 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bot chord 2x4 HF#1&Bet.:R2 2x4 HF#2: DL=4.2 psf. Webs 2x4 DF-L Std/Stud(g):W4,W5,W9,W10 2x4 DF-L#2(g): :W6,W7,W8 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member :Rt Wedge 2x4 DF-L Std/Stud(g): design. Connectors in green lumber(g)designed using NDS/fPI reduction (a)Continuous lateral restraint equally spaced on member. factors. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [6] W3X5 3.25 L 1.50 5X5= 5X5= 3X5o� 3X513X5 3X5[6] e 1.5X4!/ itAi 12-0-0 T W10 —)9 1.5X4 III \ , 1-1-13 �.,I 0-7-14/ ldhil6' 1 82 T 18-1-10 5X10= ...._18-1-10 4X5= 3X5= 3X7= 3X5= 5X7(B3)(R) III LL 1-6-0 4-4-61-01 0-14 5-0-8 _17-6-508 'I- 5_1_00 T 5-0-78 6-12 076-12 L 5--0- _17-6-120-8 6-20 8 I_ 14-5-10 _I_ 5-1-0 J. 15-1-8 J l< 34-8-2 Over 2 Supports R=1544 U=59 R=1662 U=73 W=5.5" RL=230/-221 Design Crit:IRC2012/TPI-2007(STD) ,EOPROF- PLT TYP.Wave FT/RT=2%(0%)!4(0) 15.01.e��pppaj�� .. FS a' :1 OR/-/1/-/-/R/- Scale=.1875"/Ft. TssC°mpp catsofOregoo (503)357 118 '•WARNINGN'READ AND FOLLOW ALL NOTES ON THIS CRAMP {��a��E� sz5N4th Ave,comelius OR 97113 ...wp MNP• FURNI"HMOS014AwwGT°^�.CONTRACT Ma1I°IN°n�INSTALL.. I/tJ y TC LL 25.0 PSF REF R7175-95018 component 19575 9 the latest edition"e.c.Bb s leiyin;a.:""'n.by P "rCe)fessee nau" o o , TC DL 10.0 PSF DATE 04/03/17 �� ..: atesP seaom,Pelrsas':une-senotedote,.ot otherwise, of ^ I ' *= I "a;::: s a"a '.17 b':w^D^a,allea Per GOGI 4 --- BC DL 7.0 PSF DRW CAUSR7175 17093070 �� I V ap oreea�>eeO°llb�'Awr wa+�b ea"n raw or,n,a�nae as n as an"wn above e,.a on 0..04/20 7 rtW°Wlai^ucomaonentsGrroup nushalllno ber sP nSbla,o a,a vi„"nfr"n.a,la 0. OREGON BC LL 0.0 PSF CA-ENG CWC/CWC drawinaean�Y!blare W build Ne was in mnlarmaam wixn ANSI/TPI t,er ar Hun Ii AN RW COMPANY Aub an Ala ar.wn°xteoa«babe 11*5,0m a�n Inale.r...ob.anna.or P.or...Ibn.I.n A..,l.,° ..7 a^•20,1990 `Q TOT.LD. 42.0 PSF SEAN- 339701 Pen... of lel fee `ba aea,Gn Mown,. INy end uae or the;arawln.ver any atnemuna la the V 8351 Inaba Circle wNro D"e'°^a r I,s.a z. �[(}W. DUR.FAC. 1.15 FROM BB Saaamauo,0495824 ..-"E. ..P...,.00.n,TpL W,......,....,,,Ce:verevebenductr,eorn;ICC:vrww.i=aofa_ar° Renews 6/30/2017 SPACING 24.0" JREF-1VZ07175Z04 . r (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-C) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS B DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g):71 2x4 HF#1&Bet.: 120 mph wind,23.90 ft mean hgt ASCE 7-10,CLOSED bldg,Located :T4 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 pf,wind BC Bot chord 2x4 HF#1&Bet.:B2 2x4 HF#2: DL=4.2 psf. Webs 2x4 DF-L Std/Stud(g):W4,W5,W9,W10 2x4 DF-L#2(g): :W6,W7,W8 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member :Rt Wedge 2x4 DF-L Std/Stud(g): design. Connectors in green lumber(g)designed using NDS/TPI reduction (a)Continuous lateral restraint equally s aced on member. factors. 4 Y p In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [6] W3X5 3.25 L 1.50 5X5= 5X5 3X5�� 3X5�i 3X5 3X5[6] 1.5X4-is9r /I " 12-0-0 . 1.5X4 III 1 0-7-14 1-1-13 -- T 5X10= 82 \ T 18-1-10 i 4X5= 3X5= 3X7 3X5= 5X7(B3)(R) III L 'LL 1-6-0 r 4-46 00-14 5 O-8 17-6-120 8 T 5-10 I- 5 07-6-12 I 1— 17 6 120-& ]—, I- 14-5-10 -I_ 5-1-0 J_ 15-1-8 -I I" 34-8-2 Over 2 Supports R=1544 U=59 R=1662 U=73 W=5.5" RL=230/-221 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) ,ED PROp. FT/RT=2/(0/)/4(0) 15.01.• .+ "S",,' :1 OR/-/1/-/-/R/- Scale=.1875"IFt. TINU Com oneoaof0rego& (503)357-21 IB '-wARNING1-READ ANDFOLLOW ALL NOTES ONTH19 DPANING1 , r18 Fa` TC LL 25.0 PSF -IMPORTANT" ISHTHISDRAWINGTOM/CONTRALT°N9wa„DINGTHEN"'ALLERS. �A 9 REF R7175-95019 _ 825 N 4 Ave,Comel(Tu OR 91113 19576 a��" " . �`ms...t d %. TC DL 10.0 PSF DATE 04/03/17 ,4116k, tam cl-Fore she! _ "`e� , 1- BC DL 7.0 PSF A LPH N e " s nes" e war da a normo bracing Installed [n'$ DRW CAUSR7175 17093087 o _ z,e.a�nda.e P,a"Po.,Rena.P 0 14120 7 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY °iii,voa sera,®+e,.,'sa`•,gym°'`"`�"'�'�""° 'w'.wsii`a°i.`e:Pc:nam'.,��aasn on s"" �. OREGON wseal oaw.e,.,..N,oR.coverpage II.n„a this drawing,Indicates 9 a^•20,594 TOT.LD. 42.0 PSF SE N- 339701 Iro,.oley for a.e deaden assn.Ties euknbli .00.Pen..wing for la t A�1� !G SEQN- P 'ry"'"eBondingO Rr.ne ..a.N drawing a enrstructure`G LD VV-1‘ DUR.FAC. 1.15 FROM BB 8751 Rosana Corte saner par 1 Sea. SR,mueNo,CA 93378 epeeaenan3,neTee Pea e,N SPACING 24.0" JREF-IVZ07175Z04 ALe,NE. a,P w. enw. ",T I.www.,P;,as,.",g:vuTcn:www.seaneuco-y.e m,!cc:www.tccseh o,a Renews 6130/2017 • • (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD4) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) Ti: 2x4 HF#1&Bet.: 120 m h wind,24.21 ft mean h t ASCE 7-10,CLOSED bldg,Located T4 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bot chord 2x4 HF#1&Bet.:62 2x4 HF#2: DL=4.2 psf. Webs 2x4 DF-L Std/Stud(g):W4,W5,W9,W10 2x4 DF-L#2(g): :W6,W7,W8 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member :Rt Wedge 2x4 DF-L Std/Stud(g): design. Connectors in green lumber(g)designed using NDS/TPI reduction (a)#3 or better scab brace.Same size&80%length of web member. factors. Attach with 10d Box or Gun nails(0.128"x3",min.)@ 6"OC. IIO nClieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE 5X5= 5X5= [6] W3X5 2.75 L 1.25 3X5 /4%43X5 3X50 3X5[6]i / .... 1.5X4 iii T r W69i 9 12-7-5 ? W10 —j 9 Ahhhh 1.5X4111 (a)dips 5(a) �'�''' . eil 1-1-13 i, 0-71-14 1 = u BZ \ T +18-1-1 �j 18-1-10 4X5= 3X5= 3X7= 3X5= 3X5= 5X7(B3)(R) III 3X5 1-6-0 ) 4-6-78 3_45�` 17-11 51-03-12 012 'r 3-5-8 'I` 5-3-71_211_10 37 11-101 5'1- 17-11-51-03-1 2 L 15-3-6 _I,3-5-8_I. 15-11-4 Ez 34-8-2 Over 2 Supports R=1544 U=61 R=1662 U=75 W=5.5" RL=242/-233 Design Crit:IRC2012/TPI-2007(STD) PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01k ' ".8;%.,0TY:1 OR/-/1/-/-/R/- Scale=.1875"/Ft. Truss Components of Oregon (503)357-.118 "WARNINGI7 READ ANDFgt1oWALL NofE9oNTISDRoww 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "1 T " F'"„,.:::,..7„...,,+nacTo.,..no.„No THEIl..R far GtNFF aaea roge,ro eN em n, ,n.,...no e b.a n,.. e.la ane ba.w Q X02 TC LL REF R7175-95020 SCSI vim' e°r"�o, 'ten.b rP,anew=�...aa,�tlan,n.a,., 19575 9 TC DL 10.0 PSF DATE 04/03/17 , °erne." tinaena., structural:.:,�;a;;b.a�n� shall �aev a”wed` r `0c:s one a"e„,' permanentlateralrestrain`Pr"Webs shall have bracing"D0alled par SOS I BC DL 7.0 PSF DRW CAusR7175 17093077 .4��0N� erigibelling.n �oused so ° a e�aneotl,ron°„n.wnab..aanee .i► awnga nelbePp 9,d� n rorow,a 0' '4/20 7 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITN COMPANY =,,,67:4;.=:L bbuhd me was In cenro,mance whn,ws,riP;r nanahn., OREGON 0 A�.e.IW,Mb drawing waewrpogo l4nnp IA.tlr.u1n,Indle.b....epynw Ofprorualcn.l enYlna.,l.y a yt, "t TOT.LD. 42.0 PSF SEAN- 339704 8351 RomaC'u Jc "'a .lbl ponottnny atm ew�„s*Yon rwrTha rtvl,�2 awe.m aaw,ne for any structure,e me 9RpCO 1M-N�� DUR.FAC. 1.15 FROM BB Satramenro,CA 95A28 ie lon.eanera,nope. a m P,NE. na"w.W, TP`w. insb,,°;W,-`awwws nd„a"_°;m,CB:voro,.�era.e.g p w��> SPACING 24.0" JREF-1VZ07175204 AL vedev (0417004--JT ROTH CONSTRUCTION-Corbin lot 9–VERIFY,OR-SD3) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS$DIMENSIONS)SUBMITTED BY TRUSS MFR Top chord 2x4 HF#2:T2 2x4 DF-L#2(g): 120 mph wind,23.46 ft mean hgt,ASCE 7-10,CLOSED bldg,Located :T3 2x4 HF#1&Bet.: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 pfwind BC Bot chord 2x4 HF#1&Bet.:62 2x4 HF#2: DL=4.2 psf. Webs 2x4 DF-L Std/Stud(g):W4,W8 2x4 DF-L#2(g): :W5,W6,W7 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member :Rt Wedge 2x4 DF-L Std/Stud(g): design. Connectors in green lumber(g)designed using NDS/TPI reduction (a)#3 or better scab brace.Same size&80%length of web member. factors. Attach with 10d Box or Gun nails(0.128"x3",min.)@ 6"OC. In lieu of structural panels use purlins to brace all flat TC @ 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [2] W4X5 S 1.25 5X7(R)III 5X7(R)III [6] W4X5 S 1.25 T2 s _ 3X5/i 9I– 74 �4 3X5o W5 Ws 64 W7 T3 #11*.�� (a)S. I 11-1-5 4X5[2] hn�h i9jh �I yarn, p8 W.�� q�p p 0-7-14 1-1-13 A—�� ;�'''' T 2X4[4]III 4X5[6]= 3X5= 3X5= 62 1.5X4 III \ 18-1-10 – 3X7= 5X7(B3)(R) III 1-6-0 k 6-3-12-- —6-11-10 'F 7-5-8 >� 6-11-10 >� 6-11-10 I_ 13-3-6 _I_ 7-5-8 � 13-11-4 I_ -J r 34-8-2 Over 2 Supports R=1544 U=57 R=1662 U=70 W=5.5" RL=213/-204 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) REO PROP FT/RT=2IS(0%)/4(0) 15.0E 3 FF •yam\:1 OR/-/1/-/-/R/- Scale=.1875"/Ft. Truss Componenrs of Oregon (503)357-_118 "WARNINGI"IS AD ORANOFvuowAUNTRALTO THIS SINCE DING- 7. TC LL 25.0 PSF 825 N4t6 Ave,Cornelius OR 97113 "1b1POfTAM" FuwasNTMS�+^ T�� «.s INCLUDING-WE N�rxaFns 99676 .4' y REF R7175-95021 _ threrYoteal edition o Pn,orrnIng Mos.functions.Instanare sham rarer,.temporary a sad'sem eat se;d�s; e" 'e u P"'C ono $Ag per SCSI.�}ossa nioas d`«ws a a ;10 TC DL 10.0 PSF DATE 04/03/17 • "466 too chord ellen nava property attached'�" �, i4cturat Oarsman,'and Pomo.,cnord shot,nava a pronade ononnnn � BC DL 7.0 PSF ALFA, ANI I� e ^n e a a roor a 7 an a a �a ana -"moi SRW CAUSR7775 17093076 I a a ad�we��^ a��=�^®=«�.P^^a ma��o=s�,g�tea`a`a„. ,orr.P ^ae�® OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY r--..Tonna bra- 'ubussaavu"'In w"'"'"'nca wttM1 ArrsVrPl t,odor nandunve'rynlPvin9.an m s J Aaaal w, la d,a,alnd of davar P,�,,,,,,n�, 1' R.zo,+so° (GC" TOT.LD. 42.0 PSF SEAN- 339707 a f..ad�aneinotl [Pavan.Ind�a.te.a nca N a�� desks, roan YOU ofW d to care len O�D WI FROM BB 835112w/um Cur3c �-Pnse'rim• �na.wna rAHSNrPI,s.a�.' "O '"" a DUR.FAC. 1.15 Savmvdtw,CA 95828 Is lob d n n 'ta ALPINE.,.ww.a corn;nol.., ,.aon,,.org,Wrca end diOndosoY.=om; :M„:;�aata.ona Renews 5301200 SPACING 24.0" JREF-1VZO7175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004-JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-SD2) Top chord 2x4 HF#2:T3 2x4 HF#1&Bet.: 120 mph wind,22.71 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#1&Bet.:B2 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L#2(g) DL=4.2 psf. :W1,W2,W3,W11 2x4 DF-L Std/Stud(g)::W6,W8 2x4 HF#2: :Rt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors ingreen lumber design. (g)designed using NDS/TPI reduction factors. (a)#3 or better scab brace.Same size&80%length of web member. Attach with 10d Box or Gun nails(0.128"x3",min.}@ 6"OC. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [2] W4X5 S 1.25 [4] W2X4 S 2.25 [6] W4X5 S 1.25 5X5= 5X5= 1.5X41II i a - s r 3X5 3X51 W6 - T3 (a)% a 9-7-5 4X5[2]i WI ,9 W3 -� 0-7-14 1-1-13 I!/IME. __ __ Wt - B2 \ T +18-1-10 1 2X4[4]III 4X5[6]= 3X5= 3X7= 3X5= 3X5= 1.5X4111 5X7(B3)(R) III 1-6-0 fF--5-3-12—4=5-11-10 %, 5-8-12 >Ic 5-8-12 >k 5-11-10 >I< 5-11-10 >+ L- 11-3-6 -I_ 11-5-8 J_ 11-11-4 J k 34-8-2 Over 2 Supports R=1544 U=52 R=1662 U=65 W=5.5" RL=185/-175 PLT TYP.Wave Design Crit;IRC2012/TPI-2007(STD) CEO I'ROcFs FT/RT=2%(0%)/4(0) 15.01.•`3 F- '�N:1 OR/-/1/-/-/R/- Scale=.1875"/Ft. TnssCommpponeouof0regoo (503)357-1115 a'wARNINer-READ AND FOLLOW ALL NOTES°NOIR DRAWING `1 [.` 825N4th Ave,Cornelius OR 97113 '�Np AM" rOwaatTMia u+AWNOTOALL coNrRActapsMaNONe,Ne INSTALLERS. O. 19576 'Q '+ry' TC LL 25.0 PSF REF R7175-95022 _ tPP�n°.I.17,1�hR and bra T.T Refer m ant fdiow <ad lam"°" sa'a�'^+o °°neb vp,a° �A�,°r eda�wa pa°. ' TC DL 10.0 PSF DATE 04/03/17 ° �aeshell e� :property'"ate ed. sheathing °au po edmnchrpr,a=as/have asa sa,e oaa° a,et/lei-Mee.enp �s= ewawatl�n° anbaa °n ! 14/20 BC DL 7.0 PSF DRW CAUSR7175 17093075 `�AN E aoaeRtlpahenotahpa plate yadpbe am*or less eowin ono.Gro° cabe responsible a any own a,ia OREGON J BC LL 0.0 PSF CA-ENG CWC/CWC a np,any ai uro to build W.Was in wnt°m,ancd with ANSIrtP,,or for handnng,.hipping, AN frW COMPANY atalbtbn A bracing of trusses RR,20 190' • TOT.LD. 42.0 PSF SEQN- 339711 Asa VS.drawing or eager Pp.II.grp hi.drewmta,Inclement acceptance of pM...bn.1.nom..rina r t44 respa„rb.�'te ��na Dagger*Cobb„,..n.ablitt,and ere ef N.drawing fbrany sebdnrob be. dED W W. 8351 Roma c P.AN�Rpf+ DUR.FAC. 1.15 FROM BB Sauampua,G9512s Renews 5130(2017 SPACING 24.0” JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD1 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS BDIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2:T4 2x4 DF-L#2(g): (**)1 plate(s)require special positioning.Refer to scaled plate Bot chord 2x4 HF#2:B3 2x4 DF-L#2gplot details for special positioning requirements. Webs 2x4 DF-L#2(g) :Wi,W2,W3,W8,W11 2x4 DF-L Std/Stud(g): 120 mph wind,21.96 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Connectors ingreen lumber anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC (g)designed using NDS/TPI reduction DL=4.2 psf. factors. Calculated horizontal deflection is 0.13"due to live load and 0.20" Wind loads and reactions based on MWFRS with additional C&C member due to dead load. design. In lieu of structural panels use purlins to brace all flat TC (a)#3 or better scab brace.Same size&80%len th of web member. OC. @ 24" Attach with 10d Box or Gun nails(0.128"x3",min.}@ 6"OC. increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep load applied per IRC-12 section 301.5. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [6] W3X5 S 1.25 [11] W3X10 2.00 L 1.25 [27] W5X7 S 1.25 5X5= 3X5= 1.5X4 III H0612(**)(I) 9 T r 3X5[6] -1 9 W11 3X5o� 1.5X4 III er 8-1-5 W3 i_ ie a) o 1-1-13 ah.. , E s 0-7-14 W1'' _ =.__ :1-0-0 3X5= 11, 1 5X7[27]o B3 -- +18-1-10 = 4X5(R)III 3X53X10[11]= 5X7=� H0514= 1.5X4 III 1.5X4 III 1-6-0 k 4-7-11 9-1__-I 1_ 1I_ 4-7-11 ,= 4-4-26 'I` 44-02--0 210 7-2-8 7-7-8 3-1 6 7-2-8 T 7-4-0 -5-81 9-3-6 I_ 15-5-8 I 11-5-4 1-6-0 J 17-8-2 'f 14-6-8 z_5_$ 34-8-2 Over 2 Supports R=1548 U=48 R=1658 U=55 W=5.5" RL=154/-146 PLT TYP.20 Gauge HS,Wave Design Crit:IRC2012/TPI-2007(STD) .gO PROFS 9 FT/RT=2/0(0/0)/4(0) 15.01.8 8 r :1 OR/-/1/-/-/R/- Scale=.1875"/Ft. _ TeINCompo cN ofOrego (503)357-:118 "WAwINGI"RfiADN10FIXi0WALLNOTESONTMRgtALNNm N FF �.f, TC LL 25.0 PSF 825N4th Ave,ComeGus OA 97113 "IMPORTANT" SSISHT SORAWSIGTO AU mNtROeraRswuuoew nlelNsruLERe. C� REF R7175-95023 ihe latest oration .maw.re.by an NA OP.)Mr safety produces 1B57b y to performing pe fuST(a® Component Safety e, a temporary.ra g a°CSI.Unless.no p ate®,pear r DATE 04/03/17 bracing peraIe�� anPte otherwise,.I.464, gold walling.Lod,. TC DL 10.0 PSF A LANE- e n I u e'as wPov e''°PR°®"'�"restraint eo"a responsible position a p"^ 20 7 7.0 PSF DRW CAUSR717517093055 arty BC LL "ng.° reMb ildthet�M� o Ind.shallhmom Pb anvoping,,,n „I, OREGON 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY Installation an rbraci to build the truss in conformance w'rtlt An51/TPI f,or Mr handling...loping, en s bracing a p.aea. R BR.20,1g99 .Q' TOT.LD. 42.0 PSF SEQN- 339715 A...I tarlit ve�"+ngCr=GarP.g.3.ang °"".R.w...IItdIc maaarat.np.Cfp,pn..Ipaangina... 9 O t...pp' hillty old. ,'°rIgn ar par �,.nd uera ran.dans 1�r.,�.anP..,e...„,. N MI Row.Cilcic g°�n�r r sly+ DUR.FAC. 1.15 Swvnentq CA 95828 W. FROM BB ALPINE. ep eWsdonsTPl:ww..Minp, nsWTC,Awswsto.wuedy.consICDuwwIcrserearg Reams 6/3012017 SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-SDG) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS S DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L 2400f-2.0E:T4 2x4 HF#1&Bet.: Bot chord 2x6 DF-L 2400f-2.OE:62 2x6 HF SS: Special loads Webs 2x4 DF-L Std/Stud(g):W3,W6,W7 2x4 DF-L#2(g): --(Lumber D 38 plf.=1.15/Plate Dur.Fac.=1.15) :W13 2x4 HF#1&Bet.: TC-From 38 plf at 0.00 to 38 plf at 7.28 :Lt Slider 256 DF-L 2400f-2.OE:BLOCK LENGTH= 1.500' TC-From 38 Of at 7.28 to 38 plf at 26.74 TC-From 75 plf at 26.74 to 75 plf at 36.18 Connectors in green lumber(g)designed using NDS/TPI reduction BC-From 7 plf at 0.00 to 7 plf at 17.68 factors. BC-From 7 plf at 17.68 to 7 plf at 26.73 BC-From 14 plf at 26.73 to 14 plf at 32.22 120 mph wind,21.21 ft mean hgt,ASCE 7-10,CLOSED bldg,Located BC-From 14 plf at 32.22 to 14 plf at 34.68 .18 anywhere in roof,RISK CAT 11,EXP B.wind TC DL=6.0 psf,wind BC BC--341.88 From 5 plf at Load 1.0 5 plf . 1.7.0 DL=4.2 psf. BC- lb Conc. at 1.01,3.01,5.01,7,01,9.01,11.01, 13.01,15.01,17.01,18.68,20.68,1 22.68,24.68 Wind loads and reactions based on MWFRS. BC-889.87 lb Conc.Load at 26.73 Calculated horizontal deflection is 0.19"due to live load and 0.27" (a)#3 or better scab brace.Same size&80%length of web member. due to dead load. Attach with 70d Box or Gun nails(0.128"x3",min.)@ 6"OC. In lieu of structural panels use purlins to brace all flat TC 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live @ OC. load applied per IRC-12 section 301.5. JT PLATE LATERAL CHORD Deflection meets L/360 live and L/240 total load.Creep increase No SIZE SHIFT BITE factor for dead load is 2.00. [6] W4X5 S 2.75 10] H0619 4.13 L 2.00 11] W4X5 2.50 R 1.25 [16] W3X7 S 4.25 [18] W5X5 S 2.25 [23] W4X5 3.50 R 1.25 [29] WSX14 S 1.25 5X7= 4X5(R)[11] III 1.5X4 m 3X5= 6X6= ;;%15i9 6-7-5 5 1-113 • �c� B2 4.64 � 0-7-14 1012= 1-0-0 5X7= 5X5(E3)= 4X5[6]= H0619[101= T 18-7-10 3X12(E3)III 3X7[16]III 5X5[18]= SS0719 1.5X4 III 5X14[29] 1-6-0 6 L3-0-107 1i-140-2-12 T" 5-4-2 5-2-160 Jr 44-86-26 66 44:65-62 -82 Jr,L 5-4-0 7-3-6 ,1 19-5-8 J_ 9-5-4 5 8 1-6-0 17-8-2 I' 14-6-8 2-5-8 34-8-2 Over 2 Supports 2 R=3790 U=481 R=3561 U=450 W=5.5" PLT TYP.20 Gauge HS,18 Gauge HS, Design Crit: IRC20121TPI-2007(STD) ,EO R F Wave FT/RT=2%(0%)/4(0) 15.01. '� r :1 OR/-/1/-/-/R/- Truss Components ofOregon (503)357-.118 "WARNaGI"IamuaFa AIINmes09MSD., Awsa Scale=.1875"/Ft. 825 N 4th Ave,Cornelius OR 97113 •YMPOKrANTa PLRRI6i1 Ti119 uu^wwoToea!_eaNrnu.aAs wcumworrteme Refer 0^a follow o" N 18575 fi'Qy TC LL 25.0 PSF REF R7175-95024 theso s.ello"�ne.s "e; ado ee end t.bracing. noted prior TC DL 10.0 PSF DATE 04/03/17 pp 2 rigid B3 � w u"ahave prooedy attached ' ALLg[INCA a n ®` pRwet nn a ss a f�7f BC DL 7.0 PSF i !� „, DRW CAUSR7775 17D93090 AN lrw COMPANY ° *conformance with AHsi�rnI/.1pine.a division of ITW gullding Components Croup Inc,shell not be or for ns„diesponsible g.shippr any ing, "'"'""' OREGON BC LL 0.0 PSF CA-ENG CWC/CWC • *..al eh dmving?ucover covea�Wing..d . mao.w.o,.otans.ar prermenel nlonol,e.nna 9 a^•zo,ts'9� TOT.LD. 42.0 PSF SEAN- 339723 of nerpar;uv=r/r ,5'ma��d.ad.Ana mc.e ,� -FOLD CD W. DUR.FAC. 1.15 FROM BB Sacrament.;G 95R21 For morn information see this lobs general notes page and w ALPINE, „.age n rpt,.ww.winsLerg:wr�:,,ww.s,x;,,d„st.•_com: ':a„`„`„.ipcsafe.arg Reteroa05205r SPACING 24.0" JREF-IVZ07175Z04 t e THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004--JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-HG) Top HF#+&Bet.: x4 2 chord T2 zxa DF-L 24001-2.0E: 2 COMPLETE TRUSSES REQUIRED •T3 2x4 rd 2x4 I t r Bot chord 2x6 HF SS Nail Schedule:O.120"x3",min.nails Webs 2x3 HF#2 Top Chord:1 Row @12.00"o.c. :W1,W2,W8,W9 2x4 DF-L Std/Stud(g)::W3,W4,W6,W7 2x4 DF-L#2(g): Bot Chord:1 Row (5 4.75"o.c. :W5,M7 2x4 HF#2: Webs •1 Row @ 4"o.c. :Lt Wedge 2x6 HF#2::Rt Wedge 2x4 DF-L Std/Stud(g): Use equal spacing between rows and stagger nails in each row to avoid splitting. Connectors in green lumber(g)designed using NDS/TPI reduction 4"c.c.spacing of nails perpendicular and parallel to factors. grain required in area over bearings greater than 4" (a)#3ho better scab brace.Same size&80%len th of web member. 120 mph wind,23.70 ft mean hgt,ASCE 7-10,CLOSED bldg,Located AAttach with 1 Od Bax or Gun nails(0.128"x3",mina @ 6"OC. anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.O psf,wind BC DL=4.2 psf. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF cladding load one face,and 24.0"span on opposite face.Top chord Special loads must not be cut or notched. -(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC-From 75 plf at 0.00 to 75 plf at 14.58 See OWLS A12030ENC101014,GBLLETIN1014,&GABRST101014 for gable wind TC-From 75 plf at 14.58 to 75 plf at 30.67 bracing requirements. BC-From 14 plf at 0.00 to 14 off at 29.17 BC-From 5 plf at 29.17 to 5 plf at 30.67 4X5(R)III Provide lateral wind bracing per ITWBCG wind bracing details or per BG-176.85 Ib Conc.Load at 1.15 engineer of record.2X3 studs require reinforcement at 70%of the BC-265.85 Ib Conc.Load at 3.15 length tabulated for 2X4 studs of the same grade. BC-353.22 Ib Conc.Load at 5.02 BC-1882.74 Ib Conc.Load at 7.02 • 3X5[12]i T2 BC-1221.78 lb Conc.Load at 14.23 3X5 BC-337.84 Ib Conc.Load at 16.23,18.23,20.23 9 r BC-844.86 Ib Conc.Load at 21.27 3X5o� Wind loads and reactions based on MWFRS. .-i� pp JT PLATE LATERAL CHORD 3X5NI 3X5No SIZE SHIFT BITE [[5] W332 S 3.00 [12] W3X5 2.75 L 1.25 11-7-2 [29] W5X7 S 1.75 I 9 T3 0-7-14 I 0-7-14 Alli T __.'Sal . - iii_ l I-\ T 18-1-101 6X8(B8R)= 3X5[5]III 3X5= 4X5= 3X5 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-E) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS BDIMENSIONS)SUBMITTED BY TRUSS MFR Top chord 2x4 DF-L#2(g):T1 2x4 HF#2: 120 mph wind,23.70 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bat chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W2,W4 2x4 DF-L#2(g): DL=4.2 psf. :W3 2x4 HF#2: :Lt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors ingreen lumber design. (g)designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5(R1) 3X5V4N44\44\44744494c 3X50o� 44/11 T 11-7-2 9fT ik . Al 5-11-10 0-7-14 •• 18-1-10 1.5X4 Ill 3X5-. 3X7- 1.5X4 111 3X7(B4)(R) III 1-6-0 7-3-8 7-3-8 7-6-0 7-3-8 7-3-8 7-6-0 L 14-7-0 J 7-6-0 1 22-1-0 Over 2 Supports R=1103 U=51 W=5.5" R=982 U=66 RL=183/-157 Design Crit:IRC2012/TPI-2007(STD) ..e0 PRO F PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.. �' -- F S.TY:4 OR/-/1/-/-/R/- Scale=.1875"/Ft. Truss Com eoUofOregon (503)357-1118 "wARNINGP'Rana ANDFOLL01YAµ.NOlE30NTHLR9RAN'INGI F� TC LL 25.0 PSF po IMPORTANT- RANI. DRA NsmNr. G1� V tttfF O 825N4th Ave,Camelius OR 97113 ° *� n � * y REF R7175-95026 n'" do o�a sOsisd7�s Component''Safetyr"®..n,Pw a.installing and bracing.Peter:°." follow 19575 9r TC DL l zt:,,' a,.. .�rr...,,,.u°." n,re,ms:s"enrTPI and taPeeS TIUbo=notr safety practices prior J 10.0 PSF DATE 04/03/17 mob. .on .."v.s.�,...rti�..,.".:,w, d bosom chord sin,i nee:o a noted:s ;ed l ^ ' id°.rp�a�o°°+o:asi`."�'ei":.vwr s".:ae'd no'a;sr,a"^'.rs.e per sosr �' �, BC DL 7.0 PSF Ah��' �I d s aw w or rn s "s P""s"r. wHsn 6� .,." . es aEw DRW CAUSR717517093078 ' o moral., r"r«o zr«sem"".,P�sr",,.wo"s. 0- SEGO 9 BC LL 0.0 PSF CA-ENG CWC/CWC a"°i.'u,sn&srisw m n"n 7,w..m wnm""sn".win AINSIimi,.",for Hann"a.=WPM. ter" OREGON AN ITW COMR4NY ,"nrsll «, ,,,","®«,n,..., " TOT.LD. 42.0 PSF SEAN- 339645 A.w1 on this drawing or cover P.N.Innen this tl o,em s.mnatort.of mortm.wrw..olonsen. ' t *0.20,194b /Q re.oen"m,orr..am roan.down ahem,The so wins for any.wmn.ww V sass Rom.ri,cic resso"ol6s"�•"'r^^ Camino perANBNTPI 1 Sao.. OCD VI/.' DUR.FAC. 1.15 FROM BB Sursvmn,CA 95828 s".airy om i�cc°aiww Rsnsw.daazo,7 SPACING 24.0" JREF-1VZ07175Z04 1 . THIS DWG PREPARED FROM COMPUTER INPUT(LOADS A DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-K) Top chord 2x4 DF-L#2(9):T2 2x4 HF#2: 120 mph wind,15.39 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W4,W5 2x4 DF-L#2(g): DL=4.2 psf. :W6 2x4 HF#2: Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Right end vertical not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 1.5X4 III 3X5 i T 1.5X4 III 9r 11-1-3 11-2-3 T2 s __. - 104.0 i 4X5(SRS)(R) 4X5= 3X5(A1) 1-6-0 5X10 w 'H' 1.5X4 III p3-0-2 T 4-4-14 6 JI< 4-2-4 8-1-04-0-8 3-1-14 I, 12-4-2 D. 7-5-0 -I- 8-1-0 15-6-0 Over 2 Supports -- • R=808 W=5.5" R=679 U=44 RL=194/-73 Design Crit:IRC2012/TPI-2007(STD) Qgp PROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 @5 -- FSL�TY:1 OR/-/1/-/-/R/- Scale=.1875"/Ft. Trw Components of Oregon (503)357.118 "WARNING!"READ AND FOLLOWALLNOTES ON T10.5 DRAWING (2lAF 0../.825 N 4th Ave,Cornelius OR 97t 13 Tr�g eq� •• FURN � mtS°a n a e nipping,marelnm"g°ana ,.R. .e ene ramw C.is a 19676 �'Q TC LL 25.0 PSF REF R7175-95027 m hese functions.s'1a 'ng Component Safety Infann..'nn.b and sCA)korBB,<�;o n. • �, TC DL 10.0 PSF DATE 04/03/17 ,/� a Gee," a amens shown nneeee ma...eel provide temporary m=ere y tea e str f Ince weal Orade a ora erner ea �mceiling.8FRO es applicable.Apply wetea lateral au;'a wf.w'r.plans have o ea Shawn above and o /�' BC DL 7.0 PSF DRW CAUSR717517093068 A��NCE eJointOesno^bmesssnotedote,wise. od ngsfED ter standard plategoarobne. 0.1-/207 Aea aa w cT.,,, m z mn A iOrtva,.raprolx,..aaaamrna!=n ram ur OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY Installation s bracing ofw.e Aw.1 on this drawing et***paw.listing MY awing.Inmw....00.Dt .of gorwbrw Enaneer.R 9 °R.20,t+� (Q' TOT.LD. 42,0 PSF SEAN- 339590 my stately far me design shown.The suitability Oral use.at.a drawing Tbr RO 'V sastRwaoacu<tm temp'men.lwlyef the BsuamgDannerper ANSITPIIBen�. nr.web.,erw. LD W• DUR.FAC. 1.15 FROM BB Sacramento,CA 9S828 .s lob a n.eee web sues: ALPINE:w w.eroine�N..eam,TRI:e.r,.�ne erg. oA....r..00nindus.mom:ICC:wisnel=mafee.g Rmef,.eraazon SPACING 24.0" JREF-9VZ07175Z04 • (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SO10) THIS DWG PREPARED FROM COMPUTER INPUT(LAOS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g):T2 2x4 HF#2: 120 mphg Dot chord 2x4 DF-L#2(g) wind,15.62 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Webs 2x4 DF-L Std/Stud(g):W4,W5 2x4 DF-L#2 anywhere In roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC :W6 2x4 HF#2: (g)' DL=4.2 psf. Connectors Ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. (a)Continuous lateral restraint equally spaced on member. Right end vertical not exposed to wind pressure. increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Cres factor for dead load is 2.00. Creep load applied per IRC-12 section 301,5. Truss designed for unbalanced snow load based on Pg=25.00 psf, 5X5#1 Ct=1.10,Ce=1.10,CAT II&Pf•=21.17 psf. 11 3X54 1.5X4 III ars 10-10-13 s r (a) T2 (a) sr- l ..4 +10=6.0 3X5 A1)= 1.5X4 5 5X10= 4X5= 4X5(SRS)(R)\\ Ir 3-0-2 "' 4-4-14 1�_ 424 8.1,0 4-0-8 C 3-1-14 J_ 12-4-2 7-5-0 T 8-1-0 ' C 15-6-0 Over 2 Supports > R=685 W=5.5" R=684 U=44 RL=179/-58 PLT TYP.Wave Design Crit:IRC2012/TP1-2007(STD) .. O PRoFF FT/RT=2%(0%)/4(0) 15.01.. +• . So'TY:1 OR/-/1/-/-/R/- Scale=.25"/Ft. _ TmssComponenuofOregoo (503)357-.118 mIMtORT RrWIsa1—REA aMpdooLLOWALLNg1ESON THIS DRAWNg1 `g V• 825 N 4th Ave,Cgmelius OR 99113 pg"mlGrpRg INCW01N6TFEgISMILQtS O ' I N FF Ord TC LL 25.0 PSF REF R7175-95028 Tmeeea require or extreme eme ears.n ta,dcatIng.bandana.7)mpwre.Inrtamng and baanp.Refer w and rola.. 19575 /� sc.to s.dIng Cdmpanan ,te,vide temporarybre.`i a'"r'.""°r am o p "Cr' • r TC DL 10.0 PSF DATE 04/03/17 to latest nq Mese rc.(B a.wmorn anon trete,Information,,,sang per OM, Unless neralcaceootherwise. lop mrd,tel.nova properly RIR.d sr,uauai sneaa,ing end bosom chord,nen neve a teuterlYa"ached ta.a,r737)71.®taa....da„„e`',a,„anaahatd°''`"'a"7)'a„e rg�s' f BC DL 7.0 PSF DRW CAUSR717517093t88 AL iiNi ®3:7);ws,se m R, p..abtn�Ot=;a�� enaeab°tma:and i► o '1/41sea nets ed,.n,,.ma. .r� aV„nga,g ,r 7) n a tete pea.d� o. �1/32°0 zo 7 f d.®� d' �'m,,,eYa. a,np, w.ova.':; .;`,7,o,nn;,d.P„ae24;4.— „, ;4.°” RECON BC LL O.O PSF CA-ENG CWC/CWC ANYf W COMR4NY .natanagiion s bae�in a ram tela »�aer°.,1�",«„°tl«°'°”"e7°n""'a""°'°•'^°"w..,d.p,.^=-^*wor....=h,..a.ww..7g ",,Q 00.20.1990 �p TOT.LD. 42.0 PSF SEAN- 339592 ..a n..a.wrgro,. drawingro ny,,...a.a." 851 Roy.Cyclo t^^ +rlo•am-Bplm.ngt ,,,�rp:r:wsu,vt.Goo.. "" d(a0 W.H DUR.FAC. 1.15 FROM BB S mm,G 95%78For ,tole ns Information ealobe general note.papa end therm arab sues: ALPINE:ww.�ro+nett...`""`,P"a ".a „„a."""e°°rg`"T.,voubantlue"".e°";ICC:w'at'cas « .'e_ g aapr00awa0r2017 SPACING 24.0" JREF-1VZO7175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD9) Top chord 2x4 DF-L#2(g):T2 2x4 HF#2: 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere In roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W4 2x4 HF#2: DL=4.2 psf. :W5,W6 2x4 DF-L#2(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. • Right end vertical not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. In lieu of structural panels use purlins to brace all flat TC©24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live OC. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, 1.5X4 III factor for dead load is 2.00. Ct--1.10,Ce=1.10,CAT II&Pf=21.17 psf. 4X5(R)III ;•tea 9 r 1.5X4 III W5 T (a) • • (a) 9-1-9 Ai 6��`\L.. - 1®=0=® - ..„,.,. 3X5 A1)= 1.5X4 111 5X10= 4X5= 4X5(SRS)(R)I n 3-0-2 -1L -4 14 T 5-9-12 -1-0 'I -2-5-0,1 c 3-1-14 _..1_ 9-11-2 _1_2-5-0 7-5-0 _I_ 8-1-0 15-6-0 Over 2 Supports > R=685 W=5.5" R=680 U=27 RL=147/-49 Design Crit:IRC2012/TPI-2007(STD) O PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.• •' FF. ITY:1 OR/-/1/-/-/R/- Scale=.25"/Ft. Tnua ComponentsofOe on (tt3)357.iti8 "WARI�INC'w Rruoxmrauvxalrror ...rrireptAWwol GtNF O REF R7175-95029 825 4th Avc,Camelius OR 971 t3 ��°�' ^'^"'s"'"I"°""ww°row.mmucroRs mawrcxa trl�INsrAu,:as (3. .`� Z TC LL 25.0 PSF Taloses require extrema can In fabric enb n .matanl end bracing.Refer to and follow 19576 tine henbane.emapr�g Ire eanion or e=el tswrding Component sera: Information,brTpl e,wwrCA�w�saret,-pemctiu�pnor '9` TC DL 10.0 PSF DATE 04/03/17 W p";:, 1.714=ae a.1,7 Inaranem nen pnwMe temporary bear!"per aCSI. N ',..;:r4 o stn. a, pmped„messed as neat ..restraint end pone.shall ea.11 nave. mpany aned,.d nod ceiling.r e®n«,e eeewn for We.t.ach D of of truss shall nave brae.;ownInetallegabove and on �/.! °11 BC DL 7.0 PSF DRW CAUSR7175 17093065 AlesNC n dw�,w'`L,7'..%":,:°``.117-7"71' e.aotedo er Waves raw drawings or rendp�npas shown b oerpn..p.seea�tedpm.nslee.Rare,odsowlna.,sd.��ta..mndo.dplstepo.11lgns. o, t�/2o 7 BC LL 0.0 PSF CA-ENG dr=wl�g.any re�i"Ipm was n',e°COa.i�gnig.�anee.wmArvairrPl,.o'Prar n:aming.:nippins.an OREGON — AN ITW COMPANY Installation a bracing of trusses. V . weWonmrdrawing or=NW page SoSnBnrad g,Inalp.taaaoanatane.orwan..Mn.I glne.,I 'V. an.20.i TOT.LD. 42.0 PSF SEQN- 339584 ra.;onaddin solaBug..` mdwagnanown. ay and use of `mdrawing..anyanuoaira`the RO 0.� DUR.FAC. 1.15 FROM BB 8351 Roma C'ude o..ipner p>ANa1IrP1 t goo.. ''LD W Sacrammo,CA99QR �pINE.ame.spa.ti.a p °g'w�o; '°eb°'d"s.�m:"oe°s '.�aa.ag SPACING 24.0" JREF-1VZO7175Z04 Renews&30(2011 • THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-SD8) Top chord 2x4 HF#2:T1 2x4 DF-L#2(g): 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L#2(g):W1,W2,W3 2x4 DF-L Std/Stud(g): DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. (a)Continuous lateral restraint equally spaced on member. Right end vertical not exposed to wind pressure. In lieu of structural panels use purlins to brace all flat TC @ 24"OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 4X5= 3X5= 3X5= 1.5X4 III ga in n DI T 9 7 3X5 r (a) (a) 5X5(SRS)-% 7-8-3 7-10-1 W3 61— lk T1 W2 W1 r self m " ■r 10-0-0 �. 4X (A2). 3X5= 3X7= 3X5= 3X5= 4X5(R)III 3-1-14 3-11-5 3-11-5 5-8-7 5-6-11 5-8-7 3-1-14 7-10-10 8-4-0 8-7-8 3-1-14 7-10-10 16-11-8 J 1< 28-0-0 Over 2 Supports -{ R=1227 W=5.5" R=1271 U=10 RL=122/-40 Design Crit:IRC2012/TPI-2007(STD) O PRO PLT TIT.Wave FT/RT=2°lo(0%)!4(0) 15.01.• �FS,, OR/-/1/-/-/R/- Scale=.25"/Ft. Tmss Com nems ofO egon (503)357-.IIS ,-wARNINGM'READNIDFOLLOW ALLNOfESONTHIS DMWINGI $ GINF Q po -IMPORTANT- MEMO. !1 N` TC LL 25.0 PSF REF R7175-95030 825N4th Avq Cofmog sOR97113 U' ',roses require.sTlad';fabricating, m'o�°i snr.y"n o n'°ie`�'ny Tv'i a°a wic<.j'ti®a�iy`,acelke;;nof 19576 f TC DL 10.0 PSF DATE 04/04/17 perforang Mae actions.installera sail previa temporary bracing per SCSI.Unless name otherwise. n . n . n.;"„r permanent ermanent.lateral restraint of webs shall hadvaerdbwraadnn las per SCSI K- i,`,..„ 1. BC DL 7.0 PSF ORW CAUSR7175 17094016 sections 3,1 or aa smPoRp,.adh...o s,nd;paIpnaaahownabovnann.n 0 /20 BC LL 0.0 PSF CA-ENG 8FR/GWH ..IIn...ny.1wro with ANfin,tm.or for of Tar.shipping. OREGON p bulosso Irva.In Conformance with AHSITPI,..r farha,MilnB.shipping. AN ITW COMPANY ...win.. ,n tco a'em Iua.f.,,...p. �` e P TOT.LD. 42.0 PSF SEAN- 100105 A..tl w+Ml.lai rrO x Ow.elon eh ern.hks The eult ellity lafw.OSthla dm .lerem+al wr°Inwle t �(&4n.20.199 !. .eepon Pollny of 1..N,.!.agger par. wlroend r.».rtlN.dm*.Tarany..,,dvr.I.the VL N DUR.FAC. 1.15 FROM BB 8351 Roma Circle r..pon.Mlro of nq Bulldrp Dslpr par ANSIRPI,8.n3. Q W. Sacramento,CA 95R2R For.wro Inmr.na°on eae u.Ia lona general nolaa page ane waaa.,ah.um: SPACING 24.0" JREF-1VZ07175Z04 Al-PINE:wasipinslacorry TP1:www.,wa.te,H:W CP:.,......edadrr.,nr...n,:ICC:www.iPos ...p Renews 6130/2017 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004-JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-SOG3) Top chord 2x4 DF-L#2(g):T2 2x4 DF-L 2400f-2.0E: 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located :T3 2x4 HF#2: anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bot chord 2x6 DF-L 2400f-2.05 DL=4.2 psf. Webs 2x4 DF-L Std/Stud(g):W4,W6,W8 2x4 DF-L#2(g): Wind loads and reactions based on MWFRS. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Right end vertical not exposed to wind pressure. Special loads In lieu of structural panels use purlins to brace all flat TC 0 24" --(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) OC. TC-From 72 plf at 0.00 to 72 plf at 3.16 TC-From 75 plf at 3.16 to 75 plf at 9.04 Bottom chord checked for 10.00 psf non-concurrent bottom chord live TC-From 36 plf at 9.04 to 36 plf at 29.83 load applied per IRC-12 section 301.5. BC-From 7 plf at 0.00 to 7 plf at 29.83 BC-332.81 lb Conc.Load at 1.06,3.06,5.06,7.06 JT PLATE LATERAL CHORD 9.06,11.06,13.06,15.06,17.06,19.06,21.06,23.06,25.06 No SIZE SHIFT BITE 27.06,29.06 [5] W2X4 S 2.50 [20] W6X10 3.75 R 2.50 Deflection meets L/360 live and L/240 total load.Creep increase factor [22] W5X7 S 1.25 for dead load is 2.00. [23] W4X5 S 2.75 (a)Continuous lateral restraint equally spaced on member. 5X7= T3 3X5= 3X5=1.5X4 III 5X7[22] Lu a I - T2 9 w6 (a) 6X10Nit VV8 (a) I 6-4-1 6-2-g g if" .11.41.1.1164111"...MIM 181111 E 11 Imom - 10-0-0 L 2X4[5]III 5X7= 8X8= 6X10[20]= 4X5[23]III 4X1 L2(B8R) r 3-1-14 -I` 5-10-10 6-11-12 5-10-10 6-11-12 + 6-10-0 6-10-0 'I 6-11-12 I� 3-1-14 _I_ 5-10-10 _I_ 20-9-8 ,I i' 29-10-0 Over 2 Supports R=3413 U=136 W=5.5" R=3210 U=181 W=3.5" Design Grit:IRC2012/TPI-2007(STD) ,EO PR01c4, PLTTYP.Wave FT/RT=2%(0%)/4(0) 15.01.4 . S `XS OR/-/1/-/-/R/- Scale=.25"/Ft. Thus Components of Oregon (503)357-,.118 "WARNINGY'READ AM1FdLOWALLNOfE80NTHIS CRANING NA di EC` TC LL PSF 825N 4th Ave,Cornelius OR 97113 �n" F" n n°""' ''gid°g` 4"Sw ooa�MEI. 0 eH� �• . 19575 'P' 25.0REF R7175-95031 llonofSCSI(BeadingComponentSatet lnfamstIon.o rFn.newresofor....,rPrawceea"°r ,. TC DL 10.0 PSF DATE 04/04/17 tMe c "properly Installers structural ato°�I e temporary ran enellSCSse ea ewes eartoneea. P " a°'"°. ,aa`r"°permanent l e„aa na.g`"°;Dorn snob a".11 a Protan aper SC /'SI BC DL 7.0 PSF DRW CAUSR7175 17094017 1 for le-APP.,' lateral earn r t oI sorbs sand nev...on a.s Inatover ab per on AIL �0NI . na6at...r6,°,aeted1other...plP.taadrawingsa��agtiaaan�„eonaa tions. and ,EG O "e 7n'"`o`"»""`a°a"a other.... " ' 'e°-z for standard°'a BC LL 0.0 PSF CA-ENG BFR/GWH A or my 6aming comnonan2 oras°Ino,shall net as 7_,;: a r n aawaaon from""" 0 OREGON J ers....n'a beaming g build Ma sass in wnrormanca whb AN61rtPl 1..r r ndll"B.aYblPPin9. AN tiW COMPANY Ata a on br..ong er onn.Poem's. 9 �A.Y0.190 P TOT.LD. 42.0 PSF SEAN- 100107 Aloud on th4 drawl papa Iladry 11 Ira tm InlbWa aooaptanW at prpraWpnY anpInri,n E. 8x51 Tm, c ra.p.n.m lborn,:6glmiro u.:;,,�per;,n,6�vrpl` ,a� ar""." "°" "n" ^»S'. R000 Vil•�� DUR.FAC. 1.15 FROM BB Suramdt,CA 95G8 Far mom Inrormenon eaa u,la]ode ganaral.,Deas gaga dna w.aa areb aline: ALPINE:was,.a nae win;,Pl..,stona-omVSTCA: ata ndustry.con'S ICC:wmPlossedeoM Renew*6131)121117 SPACING 24.0" JREF-1VZ07175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-M3) Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors In green lumber(g)designed using NDS/TPI reduction factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, JT PLATE LATERAL CHORD Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. No SIZE SHIFT BITE [11] W3X5 S 1.25 [14] W1.5X4 S 2.25 5X5(R1)# Ii, 6 1.5X4 6 3X50 '� 3X5[11]. 4-8-12 X7(E3)tll T 1-2-4 0-9-4 +9-0-0 3X7= 1.5X4[14]III 4X5(E3)= 1.<1-6-0›.1 L. 3-11-8 7-11-0 3-11-8 -fE 7-1-0 7-1-0 L- 7-11-0 7-1-0 k 15-0-0 Over 2 Supports R=765 W=5.5" R=646 RL=651-67 Design Crit:IRC2012/TPI-2007(STD) ,r0 PROP PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.•`�'.• -..1R Ss%O OR/-/1/-/-/R/- Scale=.375"IFt. Truss Components of Oregon (503)357-1118 "wARNwcwar:no""or°rr°"'"LL"°ree oNTwslxuvaxcl CZ F TC LL 25.0 PSF REF R7175-95032 825 N 4th Ave,Cornelius OR 97113 °RT'WT' F"�"r"Hr onArvmn'ua eoMaecro.s lrkulnlNU T 'rasrur.E'ta 19575 g y p,ala. add°enmofaos p""®•"�"'a•n^°^,forw. "`p•^°"`e" TC DL 10.0 PSF DATE 04/04/17 rp...s..............�..".P®. handling. bracing and,,.,I.U,orssnot tlbtherwew. %, °«�...Iw P�I.torn om° �;s'e.a Drove ewe wee.' _ e,y sweat..structural an properly attache. ha.aelllnn.L,"..P.shewnforpermanentlateralraepaintofwe•aehanhar racinv,nstalledparSCSI /� e BC DL 7.0 PSF DRW CAUSR7175 17094018 A `�Ni E apnanntea areas applicable.rowR oast to w each la w Voss and d and plate asshownp aw..ns. and a,. 0..1../20 — /l/` Ioy1 Joint o "a macese/Building Cera' es Gr up Mc. .not be responsible for ny deviation `. BC LL 0.0 PSF CA-ENG BFR/GWH drawing.ng.any fellow of wtob build CeninconformancewithA.IInetto,orforhlan rwanye•w.tlnnHornmla OREGON enyefalluci to f tru se uvea N conformance with A1V51(fPl Y,or for handling.shipping. AN RW COMPANY eta ,, drawing or 0000 C. 9 °R.20.199' Q TOT.LD. 42.0 PSF SEQN- 100115 w,a,t4 eduty mawlnort.tutupro.teen The Bullb/ nyan tae peef nee dr ang!evmrW pnvinp..ro ler •^"Ce""w."'.""°a•"Y' `°""•"" dLDW•� DUR.FAC. 1.15 FROM BB 1351 Roraoa Guns ta.Ppr.lwmrerme Building oC.gner perwNSlmprf e.na. Saz+vmeee,CA 95101 Szo» SPACING 24.0" JREF-1VZ07175Z04 ALPINE.www.aerpl"e;aa.corrs TPe www.wlnCrwtw, u:Wre . .ax � .a lydeatrv.cons ICC:w"w.lareaa R.,sw.80 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR•M2) Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W3 2x4 DF-L#2(g): DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and U240 total load.Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, JT PLATE LATERAL CHORD Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. No SIZE SHIFT BITE [11] W3X5 S 1.25 [14] W1.5X4 S 2.25 5X5(R1)Di Vii, -7-- 1.5X4 6 I— —I 6 3X5---0- 3X5[11]s 4-8-12 3X7(E3)III 0-9-4 _ _p9-0-0 1 3X7= 1.5X4[14] III 4X5(E3)= L1-6-01 3-11-8 7-11-0 3-11-8 k 7-5-8 7-5-8 `I 7-11-0 7-5-8 1< 15-4-8 Over 2 Supports R=785 W=5.5" R=658 RL=65/-69 Design Crit:IRC2012/TPI-2007(STD) PLT TYP.Wave FT/RT=2D/o 0%/4 0 15.01.t -• •FF 1 "wAR•mer•READNAFIXLOWALLNOIE30NMSCRAVIN! ( ) Ss� OR/-/1/-/-/R/- Scale=.375"/Ft. TrossCDmpoNenuofOregon (503)357--118 «IMp „ RumusNTHIBORA NOTCAueaN1RACTORamtvmuxtTHEINSTAlvmee "y GINE O TC LL 25.0 PSF 825N4th Ave,coma.OR 97113 O F4,. 2 REF R7175-95033 T require extreme sting,nand"ng.shipping.Installing and bracing.Refer to and ronow 19576. the sI e care moons d safety lnmrma Ionenyu PI and w cA�.o safetypractices pnor f TC DL 10.0 PSF DATE 04/04/17 to °g eHP .In othenelse. "ata""dper BC DRW CAUSR717517094019 p/�^ I see Locations or)1.a;applicable Appivp stoeachfacerewens z�shah have bracing sshownaba„aande Is % BC DL 7.0 PSF AIL Pq J V a Idl,Oc,Iaanau,^n b ons �m�, xBC LL 0.0 PSF CA-ENG BFR/GWH Astallaion aa"reap ftrud,�b,awoo o lige�w�ANs I, °o�:�d„'a Pi"®on 0 OREGON TOT.LD. 42.0 PSF SEAN- 100113 AN ITW COMPANY Installation s bracing of Nnsame. A S..,on tals GtFwb,p or cover page Iblbtd Ulla drawing.InOlesa.S.osptanae W pmM1..bnM angira.r4p Ir en.20,19� re.yon.aaty softy ter tr.damson mnotwn.Tbs vatenoy and use brow.m.awnat ter any*scions a ova nslxawaacu,k r..poli.amlyortb.ewsilopDe.lc,arparANBIRPIrsoo.. OLD W 1r�: DUR.FAC. 1.15 FROM BB Sanmemo,CA95828 s)on s gana..l nobs page and meso wan.leas: A pNE. pea, .Wm. QI.w glia og:W :www.a�nd ad.00 :��:www.I aara.ag gw �Nm" SPACING 24.0" JREF-1VZ07175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-M1) Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' :Rt Slider 2x4 DF-L StdlStud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and U240 total load.Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 4X5= Prillii sI— —1s 1.5X4� 1.5X4 3X5---i-- ' ' 4-8-12 iiiiii 3X7(E3)III 3X5 _L # 4§, 3X7(E3)III 0-9-4 0-9-4 3X7= 4X5(E3).---- 4X5(E3) L1-6-0 < 10-0-8 -J< 5-9-8 1-6-0-J 4-1-6 3-9-10 3-9-10 4-1-6 7-11-0 7-11-0 I_ 7-11-0 —I— 7-11-0 —j r 15-10-0 Over 3 Supports R=779 W=5.5" R=103 W=5.5" R=761 W=5.5" RL=80/-80 Design Crit:IRC2012/TPI-2007(STD) PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.9 , -.' ".IcS OR/-/1/-/-/RI- Scale=.375"/Ft. TnsssCompugentsofOregog (503)357-ti118 "WARNINGr•READAMR:410WN1NOTES ONTMDRA'WINGI 5 G191:17: 4' IN S� REF 87175-95034 825 N 4th Ave,Comeligs OR 97113 "IM ANI.. asn+wNnitSOPP.mro so.11 caNtws.EMPB rwrowglHE INsrnuEa6 u,� E(,� 02 TC LL 25.0 PSF r zzt are"oa"' at"anng,.mpp�"g,m.etm"gt"a a.TVA rt t"e=r, 19676 ," i na.Installers Shen:s",� ro.tn.no„et,>Ing per OST.Unless noted "se. 9 TC DL 10.0 PSF DATE 04/04/17 Pperforminga, shoe n s hove ..i".ran...uau i sn a n c w bottom shone ws.u"i"".n.tn eiteonw / r r properly`o ".' a /� BC DL 7.0 PSF DRW CAUSR717517094020 r. ngw� "2:Locanonn mown P."nanent ,n rroi lnt arwaw.nall M1ava txtaltgpin S7o'pat BC AL_._p)�N( -.....,;',_—::,--„,.:,7,---70—„.:---°� . >pRp,,�ad n�ea",e:�nepaa-an«,n ,a.o,�m��a .�► O a a,ta "ga,wA-z ro,a,t"at,a wt<a pima".. ,..�../20 7 gc.",pana"t p',n BC LL 0.0 PSF CA-ENG BFR/GWH et.n"g,tnv ram„"p a'rs »waamaanro.manaa wm."nneiirPi,." ..am.enne..iipp;ow" OREGON AN lT'1N COMPANY wtai.n"n..antsns a,sasr.. d. TOT.LD. 42.0 PSF SEAN- 100111 A.WM,a44,Mng a,...7WM14tlng MM M...Indlea . wa.PpN�.bn.l. n•.4nc 9 44.20,49� Q'.. 8351 Roma Circle , Ptn. ar.e.a.n�m o'o'rg"a w.,wsNrPt, . .,'°a'$.°'d"...,.�"g,t,.nr aa..a..re ta.,a "-Of.D W.N DUR.FAC. 1.15 FROM BB Sacrum.,CA vsszs ,.�PwE�w:;"•.aw";:n..w�`;: ® ",Ko,�:�,w:=a°" '".�.� '..�a.,ta.tng SPACING 24.0" JREF-1VZO7175Z04 g,.....,."s,N„n„ THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-M) Top chord 2x4 DF-L#1&Bet.(g) 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#1&Bet.(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud( ) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' :Rt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors ingreen lumber design. (g)designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total toad.Creep Increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 4X5= • will ILIII 61 ---16 1.5X4 1.5X4 • 3X5-.% • �� 4-8-12 3X7(E3)III 3X5s 3X7(E3)III 0-9-4 0-9 3X7= 9-0-0 4X5(E3)----- 4X5(E3) L1-6-0� 1-6-0- L 4-1-6 7-11-0 3-9-10 `I 3-9-10 7-11-0 4-1-6 L 7-11-0 I 7-11-0 -J k 15-10-0 Over 2 Supports .I R=799 W=5.5" R=799 W=5,5" RL=801-80 Design Crit:IRC2012/TP1-2007(STD) opPRO,cF PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 3 ,,X 1,� y_3:1 OR/-/1/-/-/R/- Scale=.4375"/Ft. _ TfussCornpaeeolsor0rsgos (503)357-.118 "'WARNING'1`..IEADNWFOLLOWNiNOfES°PRIMMAWMti1 4 TC LL 25.0 PSF 825x4th Ave,Coroetius OR 97113 -Npomuit- P1N1N16HTMte ow.wasTOM.cor[actops NCW0INOTlGagrRLLER4 AT 19576 REF R7175-95035 True..require e extreme cane m fabricating.handling.shipping,mewling and bracing.Refer to and follow s"eDud'ngCa'"eanentSafetyIn.r'agen.byTP1end^T..foreae,,sacedOderIiiTC DL 10.0 PSF DATE 04/03/17 to forming e.e fw,cddns.gwtanerw anal,provide tempera.,,bracing ger SCSI.Unto.noted.a,erwl.e. roe m,om shah hews papery anaa,ae"m.owral Mee. ease bottom ahprd.hell hove.properly /- r ad ceiling.Location shown for permanent ateral reatramt or webs shag have bracingmsu I1"'edo'e SCSI i BC DL 7.0 PSF DRW CAUSR7175 17093097 AL- [IN C ao.notted0.ea.l�Apply a�i®:s of guise plaepeen atloaandan ,. ..�0 A.efer e n e gels..noted Inconfr.conformance .h a n.s� anwnmm OREGON BC LL 0.0 PSF CA-ENG TSB/CWC any m sons rhe was 1n oonron.,ande w;m AHsrrrnl f.w for handling.shipping, J ANITW COMR AY �'�11e,ren br.mng or wase.. 9R ao.so,its �' TOT.LD. 42.0 PSF SEAN- 321846 Amami a,.ug•drawing or savor Paw l»gna g+r m.w+w,Indicates am.wrro•a ww.rorol engln..r+ro o[.--. 'aspenalmgb.dst,for M.tlwbn show...The sukeg,nly.ntl use/NW.cra,.Nrg for any b are H351 RavmaCvcle rae.n"1w at I.a"�ng o�gna.per M./TM"s.a.s. DUR.FAC. 1.15 FROM BB SnvamwgCA95B24 more :�mgeneralnn :w Ia Bgra�eaazaT SPACING 24.0" JREF-1VZ07175Z04ALPNe i � aA � ".a. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-MGE) THIS DWG PREPARED FROM COMPUTER INPUT(lOAO58 DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x3 HF#2:W1,W2,W3 2x4 DF-L Std/Stud(g): DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' :Rt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Truss designed to support 1-0-0 top chord outlookers and cladding load not to exceed 5.00 PSF one face and 24.0"span opposite face.Top Provide lateral wind bracing per ITWBCG wind bracing details or per chord may be notched 1.5"deep X 3.5"at 48"o/c along top edge.DO engineer of record.2X3 studs require reinforcement at 70%of the NOT OVERCUT.No knots or other lumber defects allowed within 12"of length tabulated for 2X4 studs of the same grade. notches.Do not notch in overhang or heel panel. See DWGS A12015ENC101014,GBLLETIN1014,&GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. load applied per IRC-12 section 301.5. Deflection meets L/360 live and U240 total load.Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 4X5= 1011 1 i i 3X5% 3X50 , 3X5s 6 0. �` —I6 4-8-12 iii 3X7(E3)III i WI 1� = 3X5,.. 3X7(E3)III 1 I kit _L A 0-9-4 1 i 1 .� i i i n- 0-9-4 T 3X7= s-o-o 4X5(E3)= 4X5(E3) L<1 6 0-J I,E1-6-0� 4-1-6 3-9-10 3-9-10 4-1-6 7-11-0 7-11-0 L- 7-11-0 I, 7-11-0 J k 15-10-0 Over 2 Supports R=1011 U=49 W=5.5" R=1011 U=49 W=5.5" RL=90/-90 Note:All Plates Are 1.5X4 Except As Shown. PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) �g0 PROp. FT/RT=2/(0/0)/4(0) 15.01. KT �!E�4.S> OR/-/1/-/-/R/- Scale=.375"/Ft_ Trus Comps enrsofOregou (503)357-1118 "WARNINGIP READ AND RUM ALL NOTER ON THIS DRAWING! /a TC LL 825N4th Ave,Camelius 0R 97113 "IMPaarum• RAMS.TMISCPPOONG Tcur.wxrRu,mws mCLUOINaT>E INSTALLERS. 19$75 '4, 9 25.0 PSF REF R7175-95036 arn,atest a.a r.cro.awSCSm.�,a In mbei7=?It San Safety Information.mm.taalan ane bra,lnr safety amy.re ane slew enthesis NnNon.Installers aempshall saris tempo., ,pl.ae CSI.WI-CCalle.riot d otheaapep. % TC DL 10.0 PSF DATE 04/04/17 oo chord anon"hav properly. n a P .orental.........aint bottom cooedall e;b baser a otherwise. pae�. (- : Ie KbB3 Locations, nas shoo a.n 0. .420 BC DL 7.0 PSF DRW CAUSR717517094021 ALPINE ao .a "failurea °a°� m�'R m a��:a �<Naaanepnablonaa,M1� abwaene o aso..a. . an..l,a .rar�era,wl�o�+apA_Zrogataneareplaa.pe.mpn.. OREGON BC LL O.OPSF CA-ENGBFRIGWH GNPs ofba,or for han ringanypping.an from Mia bube M.hose In wntormanc.wIM ANSIrtPI,,er for M1aneling,aM1lppinp, ef AN ITW COMSENY ,�mal.a°da,"s ng> ng of mesa... 9R`.""Si so,is'et TOT.LD. 42.0 PSF SEQN- 100109 A awl on MIg ar.wing se cover p.o.IEDnp this drawing.Malo.t...ca no.>+pror...Ion.anYbwWine 0 j D Ie:mg i ilt,vat** roe—the Ian.puma The mit,a, w.of time anwlr,R ice-ay.wah,re htlw 8351 Rama ark Iw wpaa p..ANaI.rPl+s.=z.' DUR.FAC. 1.15 FROM Sacr abq CA 95838 BB Renews 6/30t2017 SPACING 24.0" JREF-1VZ07175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004--JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-FGE) Top chord 2x4 HF#2 120 mph wind,20.89 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x3 HF#2:W1 2x4 DF-L Std/Stud(g): DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional CSC member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. See DWGS Al2030ENC101014,GBLLETIN1014,&GABRST101014 for gable wind Provide lateral wind bracing per ITWBCG wind bracing details or per bracing requirements. engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 4X5= pi i i i i. 5-11-10 9 F e ;� 19 0-7-14 �,i i i i i i 'i i i �� 0-7-14 7- r -F. 1E-1-10 3X5(B2)(R)III 3X5(B2)(R) III L1-6-0a L1-6-0 7-1-0 4.____________7_1_0 2- 7-1-0 7_1-0 H14-2-0 Over Continuous Support R=106 PLF U=4 PLF W=14-2-0 RL=10/-10 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) NPRop., PLT TYP.Wave FT/RT=2/(0%)/4(0) 15.01.. :..' TY:1 OR/-/1/-/-/R/- Scale=.375"/Ft. TnusCom�pp RtsofOregos (503)357-_'118 „i -wAaN�No-R Fr�YAU IDRAWING) �oj GINE 'O 825N4th Avq Cornelius OR 971(3 O F,S, Z.. TC LL 25.0 PSF REF R7175-95037 ComponentO1en ane YWCA)for Ret•rtO'n'blow' 19676 TC DL 10.0 PSF DATE 04/03/17 Me tete..to m"s; sT(Building PY P® �A�.a,, practices R"o, p� — top ero„enYsnetlens.alee� :Ncturalv,eetn,s bon Israel, „.tallhaus'o'open;otherwise. BC DL 7.0 PSF , � ev�Lo Locations for permanent later.,restraint of we.shag n...•bracing In.reii grecs ", /' DRW CAUSR7175 17093098 Ahs o rNH ens ISS. or St a eotherwise. eo'Apply o;plates e a ,lame,shown •n"'' � ► o neon ere Beach face •In and Rlas Rn,l n ab o.;,no ro�nr< aspsne2Z.7r. ,,,,="f,e,nu,,, BC LL 0.0 PSF CA-ENG CWC/CWC w+nat.angrena i a f tru,h.nw-��n eenan„enoe ww,nnNsiiroi.:o,rr.,,r hena,�n®.y,�ewr,e. OREGON AN mw COMPANY ,.;.:.�i en bracing er"aaeae. +n e v TOT.LD. 42.0 PSF SEQN- 339594 A...I on this e C pep.rsUnp PIN d aro.Intone:1.aa.odtw.of Ptof...ion.t•min.eine YAN+n.20,1 (G r.w•n•Itmycir bA° Di m.nw.T,..ulmuxr•na,r.wvu.ee wMRw..y..wom.l.m. -r s;s11..cwt "'P'^"mm. "^Building o..ane A svnl+�.� OLQ 1� �1 DUR.FAC. 1.15 FROM BB rW�nle,cnvsnls ralnt•a.e".relne.aa a aanethanew,eeanea SPACING 24.0" JREF-1VZO7175Z04 nI.RINE.www e o eiwv.mm,TRI.ww"..,.p:,,s,.o,n:wren:www.sbdneuaty.eom;,cc:www:""ere.o.R Renews WHIM/ THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-F) Top chord 2x4 HF#2 120 mph wind,20.89 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. it Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5(R1) 9� -1 9 5-11-10 0-7-14 1_ 0-14 __ 4_18-1-10 1.5X4 III 3X5(B2)(R) III 3X5(B2)(R) III L1-6-0>i L1-6-0a 1< 7-1-0 nl< 7-1-0 '1 7-1-0 I 7-1-0 H 14-2-0 Overt Supports R=750 U=27 W=5.5" R=750 U=27 W=5.5" RL=136/-136 Design Crit:IRC2012/TPI-2007(STD) ,PRg PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.0 :'' FFS,S,•TY:2 OR/-/1/-/-/R/- Scale=.375"/Ft. Tnlss CompponeouofORgon (503)357-'118 "WARNING.READ NIDFOLLOWALLNOTES ON 1140 DRAWING r'J G%N 825N4th Ave,Camelius OR 97113 -WmgRrArm R1RM8N,,,IonR,.WING,gM1CONTRACTORS.K1A,gINgTHE'N6TM.ERS. (� d Ffip 02 TC LL 25.0 PSF REF R7175-95038 Tr"®..�.""e e.v®m rabrin.1"'Tr",g.and^TE,o I1`g ng an° 2;',ng.a.rer%:, .7:, 19575. 'v �s iew; °n„ns . n,.nbn.°,T land _>,°,,,nty °,o„°, . TC DL 10.0 PSF DATE 04/03/17 to performing provide o. bracing int.. otherwise. ;, .roped abed `rte.'°"ached ALFilNEV :"^3. °^°=„="74,7,7g,===7,7='':11„'—"":V; Maeana: ..ra=s r� BC DL 7.0 PSF DRW CAUSR7175 17093095 001E' - /Z001:71 20 7 BC LL 0.0 PSF CA-ENG CWC/CWC aBtMng,enr ren"...°bwtd�net°n,°.in wnro,n,°nom.wim=-71=r,7:7==`,7,=1".°"-"' 0OREGON eel TOT.LD. 42.0 PSF SEQN- 339596 AN ITW COMPANY Installation&bracing or trusses. . A...aw.d,..Nnoer newer mow UeRnoSM.dS,Mng,Incl.w...o.P,t,...tD t..w�t.ngln..°no -1 �'t.20,t0' 6G 5512..�Circle ,^�°.P° a.unygt Bay um ..kma�egrnl;...... """`.�"°'g`"r."".'"`.,..I.”. OLD w.' DUR.FAC. 1.15 FROM BB Samammlo,CA 95824 nee imm�nanon.ae mi°Tab'°gene,nt none g.g.and tne.n wnb°°®: u”IrvE.w.vw.eryineitw.wm;-rvt:..ww.ep.ry.org;wiu:vnwsbr:..du°oy.mm;tee w..w.iccsara.a,g _ Renews 0100/20.17 SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-F1 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2:T2 2x4 DF-L#2(g): 120 mph wind,20.89 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 p ,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. chord chsf no Deflection meets L/360 live and L/240 total load.Creep increase om ado applied per IRC-d12 secforOtionn 301.5n concurrent bottom chord live factor for dead load is 2.00. 4X5(R1)4' hh iiiiiiii h h h.. , 7 �9 9 5-11-10 0-7-14 i 6�I 0-7-14 1.5X4 III 3X5(B2)(R) III 18-1-10 1-10 3X5(B2)(R)Ill L1-6-0a 7_1_0------,f,---------7-1-0 I_ 7-1-0 _I_ 7-1-0 1< 14-2-0 Over 2 Supports R=757 U=28 W=5.5" R=624 U=13 RL=108/-121 Design Grit:IRC2012/TPI-2007(STD) p PRO .PLT TYP.Wave FT/RT=2%0%/4 0 15.01.1 �_E- FFS ( ) O * :3 OR/-/1/-/-JR/- Scale=.375"/Ft. Tnlas Com nems at0regon ($03)3$7-118 • "WARNINGY'REMANINa ALLALL coNOTES ocroo Hit..ONRm C9 OG �(.`� 9 TC LL 25.0 PSF REF R7175-95039 825 N 4th Avq Cornelius OR 97113 �" �1°'"sRTMS OPA'�"N�T�^LL��%wre.uuaxa'rue lHsrusEns Trusses require extreme mire b rewla>nn Hall shipping.meeauinR end bna�ins.Rereno Ana rano.,. '19575 r TC DL 10.0 PSF DATE 04/03/17 Me luaM.edition of SCSI(Sul.,component handling. by TO/end WTCAufear safstpdractices prior ' to performing U formin=i functions.Instal/ens Malt provbe temporary bracing per ECS I. nleea n otherwise. --...a• — d peopeny eaeenad ebuewrel eneami banom eJ,ora enell nava a pro�riedeaad,ad ons 93.®7 or Et o,shown s p�for permanent to each nee-dintfce ofmate and havebra.,shown installedper nd a '� '� BC DL 7.0 PSF DRW CAUSR717517093156 ,1 L..O N C °�d als trues.edea aonRefents .drm. :eena ree endo aplte positions. from re e ,,G 7` _ AN RW COMPANY °awin n,a division build ane Imes in conformance wen A ISUTOl 1,or for nand a.Sheila,.deviation � OREGON BC LL 0.0 PSF CA-ENG CWC/CWC dna of trusses. A seal on this drawing or cover pope nednp this Urewing.Indio eppepLnoe of rnoleubo*emob,wlno 9 4'a.20,199° TOT.LD. 42.0 PSF SEAN- 339598 rosporwib,�moiety forrd a aim „w aulradln,end a.e Oda drawl,for any""""re le ane Rp &351 Roma adz r..pwlmy oru.ewld,r,R Cahoon. AN6urpl+aes: 'OLD W•Vis" DUR.FAC. 1.15 FROM BB Sazlmumtq CA 958128 m le tone ALPINE' 'pMeltw oraTPI: I.w.w.baintw rg;wTC., '^"ustry. Cie �are-aro Re,efeeaaxon SPACING 24.0" JREF-1VZO7175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-IGE) Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Dot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 sf,wind BC Webs 2x3 HF#2 DL=4.2 psf. p Truss designed to support 1-0-0 topchord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 5.00 PSF one face an24.0"span opposite face.Top chord design. may be notched 1.5"deep X 3.5"at 48"o/c along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches. Provide lateral wind bracing per ITWBCG wind bracing details or per Do not notch In overhang or heel panel. engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. See DWGS A12015ENC101014,GBLLETIN1014,&GABRST101014 for gable wind bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 4X5= [14] W1.5X4 S 2.25 I i ■j ■■ ■,fI ■ , � 5-3-2 4_10-0-0It-_ 1.5X4[14] III 3X5(81) L1-6-0a L.1-6-0..1 L- 6-6-0 -J_ 6-6-0 l< 13-0-0 Over 2 Supports R=857 U=84 W=5.5" R=857 U=84 W=5.5" RL=132/-132 Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) O PRO PLT TYP.Wave FT/RT=2%0%/4 0 15.01.■ - SFS ( ) O r S+ OR/41/-/-/R/- Scale=.375"/Ft. Tnu5Components ofOregon (503)357-1118 "wMMIM. READANOGTOALLILLNCIESONMS SINCLIAwsw �� E 825N4th Ave,Cornelius OR 97113 '0^'R' ^I'+I" ^1Pfd�'TM160W" T�^LL -�+■■+�■+�+THE I�+erv$p=a U� v.--t7 Fit "0y TC LL 25.0 PSF REF R7175-95040 ey.wna• +e,anoand nmrinr aerermanefollow sprior It 1�B • �r TC DL 10.0 PSF DATE 04/04/17 to Nat egaTriassest d n of BC.Unc(B abgsamm.suire extreme care In hall pll safety"ovide temporary,ra ing per OST U for..noted otherwise. rigid ceiling. rd performing !Unction.. n Ilan enen al sneer temporary b bradnp per shall naeea nr ma,e r,pmP."„a a,rvrture�anaeMlnag"and bottom enW shall hove a pra„ery ayeM4 �' ,A446a, top ons BS, re;a,ea ll permanent """rN1eb"""a°have brau"gl^valledperaCSl O- BC DL 7.0 PSF DRW CAUSR717517094022 ALL F—INCE l :m ilm�o;e_no mm„eepared restraint of `e;e position ions. :on o m np.,llnotberammer... mmer...foranydeo,m. 0-t-20 7 BC LL 0.0 PSF CA-ENG BFR/GWN .,l loam Components opoce Inc.a WI OREGON drawing. fi brook's m bora the Huse In conformance was gN51/iPl,,or Tor FancYnp.aM1lPying deviation m M ANS COMPANY Installation.bped„gmfaveeee. , e �. TOT.LD. 42.0 PSF SEAN- 100118 AA■W on 0..0 or cover Daps IWNp OP P.n.lntlbaba ofPrMNalm,al 0.20,190 If llo•.elNYfcr n's'Polon Pc ,IPou.nlow fend,,.'.°«'I'n'adomPolit for.r. "&,e Rp �� FROM BB BSI RaummCircle '^�^a'm"'+'r+r^e m+ ■ •r per Al.,plffPl+:;.mz. LD 4Y• DUR.FAC. 1.15 Sacrament%C4 Mr .r a Imb a eanmral nmees parr ar.y,l.eee wen alrre: A`PINISve esslain''tw.00n•'P""'.'w"etorgi"^ci,w.....ebunameh•.com:IC=ww w +oaiMens Regaiedaazo+T SPACING 24.0" JREF-1VZO7175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. (041 7004--JT ROTH CONSTRUCTION-Corbin tot 9—VERIFY.OR-FG2) Top chord 2x4 DF-L#2(g) Deflection meets L/360 live and L/240 total load.Creep increase Bot chord 2x4 HF#2 factor for dead load is 2.00. Webs 2x4 DF-L Std/Stud(g) This"Hip frame"may be used in place of purlins to brace the hip Connectors in green lumber(g)designed using NDS/TPI reduction plane of hip trusses.See detail drawing HIPFRAME1014 or HIPFR1801014 factors. for additional information. 3X5= ii S 15 1r ii 5 8-0-14 0-0-4 a Ilmhil../. .19 0-04 2X4(D8R)*- 2X4(D8R)',-- I- I- 6-5-4 -I_ 6-5-4 J 12-10-15 Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) eD PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.* b. -. - FFsyr, :1 OR/-/1/-/-/R/- Scale=.3125't/Ft. TnusCo ooIsofOsgon (503)357-_II8 "WARNING,`READAND FOLLOW ALL NOTES ON THIS DRAWWOI �� r.+ gzsNa�°A°v�cDne> �axmlt3 M MS DRAWING*DAIS �++IET 6 Fip Vy TC LL 25.0 PSF REF R7175-95041 the latest�`oneof SCSI(Phills ng fabricating, `m;"nent Mingling,r w�.iroteI ana ura)fOr parer ra.na ro w.. . 19678 • 9 TC DL 10.0 PSF DATE 04/03/17 performing nee.nn,tion.i Safety Mum,:upnbract, r by vl Per ost.Um.satiny practices es. r e "ooa. hedB shall provide tempore.v to np ord s hast. e Unit..noes.,emetwi crep."s.Ra�,w swow..t`"""a.n.v.yand eottoM chord have p,.penv.p.... �pi.pe..,D. on ownforpernanentiateralrestraintof eh..n.ltha„ehranngMcLe.."peesCSI t- i BC DL 7.0 PSF DRW CAUSR7175 17093104 A1--,.�11NC aP e�--,..zD...'PP .:rat= aPra1 a,� an 1::1n."'"n. nanae /20 .� netey pthervaee. erm.rawlnpe teoA-2 br atenEarvf �aia po.rtloro. �' �' .eNi.bnor�wa iiainDopnpenena'o= n .n. tae.eponapieroranvpa.non nonan. OREGON BC LL 0.0 PSF CA-ENG CWC/CWC awtno..ns m.=re to a,m the?., In oonro.r,.anoe e"th'ZIO-7.t.e:ror hananne.ampp . ANIrWCOMFANY M.tallationabraurgortnte.e. y ,R sD 1�e v TOT.LD. 42.0 PSF SEQN- 339727 A...1 on bUS d,swIno a sows P.O.acting Ni.Gtawlnp.Int11..r..RR.s0t..o.N reepenowints.oterr for the deewn.newn.The*Salty anal we este*et*.for grey o suchsre `i 83slR.w�c�r "`p^n�"Y^rtheaw�ne��arparANat�lte.�. pdasslortat"n ` dCD W.� DUR.FAC. 1.15 FROM BB SmmAws,GAlBifl oralr pneeethisns..nlong;vralnetmpas,aanamae®wanena. Renewsei80201r SPACING 24.0" JREF-1VZO7175Z04 A�p�Ne.www..Own"emr Wim:-SPI:www.tan.=ore:wry www..eonw,.ttr.eom:ICC,www.i�efe.o,R (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-FG1 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS BDIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 Deflection meets L/360 live and L/240 total load.Creep increase Bot chord 2x4 DF-L#2(g) factor for dead load is 2.00. Webs 2x4 DF-L Std/Stud(g):W1 2x4 HF#2: :M4 2x4 DF-L#2(g): This"Hip frame"may be used in place of purlins to brace the hip plane of hip trusses.See detail drawing HIPFRAME1014 or HIPFR1801014 Connectors in green lumber(g)designed using NDSITPI reduction for additional information. factors. 2X4 III T 115111 12-0-10 12-0-10 2X4(D8R)% 2X4 Ili [ -- 9 5 12 1"12 'u Note:All Plates Are 1.5X4 Except As Shown. Design Crit:1RC2012/TPI-2007(STD) -Qv_O FRO�c PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.. V5 .- FS,0Ty:2 OR/-/1/-/-/R/- Scale=.1875"/Ft. TrsaComposeSSofOre5og (503)351-2118 —'HARNING&PEPDA+oroi0WALNOTERONnxsortam+m 1N REF R7175-95042 825N4th Ave,Cornelius OR 97113 "I " ft1PMSHTM'aoPAININOTOA1+ T ewe THE lrmw'PeF V.� NV FF`� �y TC LL 25.0 PSF Trusses require extrema®re In bbncanng.handling.shipping.Installing and bracing.Rebr to and follow 19676 me latestto edition of SCSI(Building Component safety Isar t.on.b,TPI ane W,CA),er ea 9r TC DL 10.0 PSF x44161/4.. toprigceiling.shall l haves es properly ta a clM Bene hii,� b was.bracing have n"``� P attach am' �' DATE 04/03/17 •ePOP those a .n.oovide onoa Pan .»a�.tl r all bracing.'a"•eceaOds' /�......./ BC DL 7.0 PSF DRW CAUSR7175 17093105 A 1.�EI NCS a Slone 83,alar ;bean °�f eema�"e ertamaaing A e��genaa.own a Pm:� Ina /Refer l';',"%0-7141.".7,-°,°"=:".;,=‘;'" ;',"%g��fo.,-°,°" :".;,ei„ons. 0107 BC LL O.O PSF CA-ENG CWC/CWC mine,a ansa n of ITw e� �.oaP In n "b m ern tb OREGON rawin,a lute m bulltl tlb boas In ranb .an with N51/TPI+,or far hentlling.shipping,n a AN ITW COMPANY Install:Mon a b f trusses• . e TOT.LD. 42.0 PSF Pwa namtg dna tlr.an„g tlIP.L —gr,,anaa ot,Pre- bn�angwano 9 'A.ao. . /” SEAN- 339725 Immo sIbpllty allay kcfn atl I Aper par ain-Pi ebinbr antl uw Pfmla tlrawllrg ter aM atrucWm b tna �O aiv 8351 ItavmaciNc '••p•^aH"'yorthe�t,llebg Clapper par Amain - [Q Wye, DUR.FAC. 1.15 FROM BB s><,imHw,CA95525 For mere plasm.nanonsee H,.esinsogeneral notaaPagaand P SPACING 24.0" JREF-11/ZO7175Z04 yLLPINE:www.aimnero.y.pa.n;TPl:www.vwnsla.g:w.eA:www.abenaaoay.so'.�:ICC:web w:"„Icissofa.o.g Renews 6f30/DM THIS DING PREPARED FROM COMPUTER INPUT(LOADS 6 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004-JT ROTH CONSTRUCTION-Corbin lot 9-VERIFY,OR-AGA) Top chord 2x4 HF#2 Special loads Bot chord 2x6 HF#2 ---(Lumber Dur.Fac=1.15/Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g):W4,W5 2x4 DF-L#2(g): TC-From 2 plf at 0.00 to 2 plf at 11.16 BC-From 2 plf at 0.00 to 2 plf at 11.16 Connectors in green lumber(g)designed using NDS/TPI reduction BC-213.00 lb Conc.Load at 2.72 factors. BC-87.85 lb Conc.Load at 2.90 BC-302.00 lb Conc.Load at 5.55 120 mph wind,24.11 ft mean hgt,ASCE 7-10,CLOSED bldg,Located BC-176.85 lb Conc.Load at 5.73 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC BC-391.00 lb Conc.Load at 8.38 DL=4.2 psf. BC-265.85 lb Conc.Load at 8.56 Wind loads and reactions based on MWFRS. End verticals not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00, JT PLATE LATERAL CHORD 2X4 III No SIZE SHIFT BITE _ [1] W2X4 0.50 R 1.25 [3] W1.5X4 S 2.75 [4] W4X5 S 3.50 6.36 r [7] W3X5 S 2.75 3X5 111i 2X4(Rli mILL)[1]t I . 8-11-3 T 3-0-3 L �_ �18-1-10 1.5X4[3]III 4X5(R)[4] III 3X5(R)[7] III 1"12 5-5-4 5-5-4 V12 1 .2 5-5-4 5-7-0 : 11-1-15 Over 2 Supports R=646 U=161 W=7.778" R=835 U=206 Design Crit:IRC2012/TPI-2007(STD) EO PROp PLT TYP.Wave FT/RT=2%0%/4 0 15.01. - ( } O SyTY:1 OR/-/1/-/-/R/- Scale=.25"/Ft. TnusCompponeursofOregoo (503)357-2118 "wARNINGP.READ AND FM-OWALLNOTES MIMSoRANNJGI V'1rV - 825N4fhAvyC°melitaOR97113 ^IMPgitANi" c+'°w°"'TMm°RAr^"°T°'ur.m^"^eraRslNr+u°Iw°TMeoianu+ens p� !1 FF,Q Oy. TC LL 25.0 PSF REF R7175-95043 T^1esfre .hwwn°.m.ramnaenaCA)for aerer".aneronew 1%75 ' TC DL 10.0 PSF DATE 04/03/17 u,.lata.salUanof'SCSI Ctinn.to coompoeni sates RO.Anrarlon,e,TPI and nd bra)rot.rete to practices 1lowparer _ to penare ins"'e""fw,cnons.Installers shall provide tempo bract,pe I„Unless noted otherwise. p,w.r N" ped""a`"�0�"' ". r"7".`7,7.7%;''': sped,enea ea r' • - '. BC DL 7.0 PSF DRW CAUSR717517093094 (J p� setts ns ES]�emaw,a ah eaont on as sho.muea peand on A I I-,U-ll N IE as Join ES] or 1319 les n 'I awe om. r to�d wine f 0A-2 for ste tO71 plate as poititn opose an /2017 a,e,elntoe�na.bNee. p�owem,I". Refer to re 1733 ° �rata.�ama�epe.nen.. I. ,. �� OREGON BC LL 0.0 PSF CA-ENG CWC/C G.oap Ine..I,aII na.be reeWT.'e for an,Z7„,,,-!rerun'' WC drawlnpd.angf®Ilure m buiMiuie Wss In mnrormanw wlrh AN51/TPI 1,or(w hanGi.g,ahipping, ANEW COMPANY nat.n on bracing of erases, 'n o v., TOT.LD. 42.0 PSF SEQN- 339657 A.ul on A? p.n.II.W,O Ml.a,.o*,O.Ind'o.t.....pt.ra of prof...Io.W enOlt,..dn° 9 a°-20.199 row... �uel fe'n.eaew°",sh -Theamenaenn pee ertwo a..,.n.eer.nr99.99rore - - 8351Ro,mC�a Bu1�^° AN°uTPt+' OLD t]t/.�� DUR.FAC. 1.15 FROM BB stooOm1UCAtsRn ALPINE:w:,wmaipin®aescorn n aroto�WT .g n aom ICC:`wwMose.-„e SPACING 24.0" JREF-1VZ07175Z04 Renews aaason 0417004-JT ROTH CONSTRUCTION-Corbin lot 9- THIS 055 PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( VERIFY,OR-AG) Top chord 2x4 HF#2 Special loads Bot chord 2x6 HF#2 --(Lumber Dur.Fac=1.15/Plate Dur.Fac=1.15) Webs 2x4 DF-L Std/Stud(g):W1 2x4 HF#1&Bet.: TC-From 0 plf at-2.12 to 73 plf at 0.00 TC-From 2 plf at 0.00 to 2 plf at 11.16 Connesrs in green lumber(g)designed using NDS/TPI reduction BC-From 0 plf at-2.12 to 5 plf at 0.00 factBC-From 2 plf at 0.00 to 2 plf at 3.48 120 mph wind,21.16 ft mean hgt,ASCE 7-10,CLOSED bldg,Located BC-From 2 loft at 3.48 to 2 plf at 11.16 anywhere in roof,RISK CAT II,EXP B.wind TC DL=6.0 wind BC BC-29.58 I lb Conc.Load at 2.72 .5 DL=4.2 psf. psf, BC-295.81 Conc.Load at 5.55 BC-489.80 lb Conc.Load at 8.38 Wind loads and reactions based on MWFRS. Right end vertical not exposed to Wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep Increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE 1.5X4111 [113 W3X5 S 1.75 3X5,r--lI 5-6-8 6-6-8 3X5 6.36 1 �,I, :::::: 07 3X5 2X4(81) 1.5X4 III l<-2-1-7.- I ,�LI� �LL 1 3 5-12 T 3-10-2 1 3-10-2 3-5-12 I_ 7-8-4 - < 11-1-15 Over 2 Supports R=607 U=50 We7.778" R=548 U=65 Design Crit:IRC2012/TPI-2007(STD) 0PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.8 •A _ FF.,.9 3TY:1 OR/-/1/-/-/R/- Scale=.375"/Ft. Tmss Compo encs of Oregon (503)357-?118 'YNARNINGN.RenoonoFouavpuNOTEs oNTHIS wAW1116t 825N4th Avq Cornelius OR 97113 "I^�n�' F°Mie1TM18Opq OTO"+ �N+�nR+n n+ews*au.ENa es 11G INF6bANi.. TC LL 25.0 PSF REF R7175-95044 the latest Trusses requirof e extra �eca.re'c c nganlei sandyfety ig.shipping,In tail e'9a wro...Fir safety via nese c'2 . 19575 9 r edition ......,.Ing" .boll provide temporary bruin.pera�l. note.otherwise. %, TC DL 10.0 PSF DATE 04/03/17 properly attached an,owral sheathing and bottom chore II ..#4111b4r. top chord ohs/haws"'°1 e;aa,o as;r'rpennane""a`e.o're° 'n"rwebae"a she .7:1"propedrattached 5 /'r'.. BC DL 7.0 PSF DRW CAUSR717517t93091 A LAI N E e unless the1rwise.Rigor A-=2.r da.ataws ioeee®n.en 0.040 7 O e�a^to ilio• 'r drawings rela^darlefo Mate positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine,a division onw Building Components oroap Inc.shall not he rnapo r am deviation from this OREGON drawing,an PoOuro bulla the truss In conformance with ANSIITPI 1.or for handling.ahiPPing. A AN ITW COMPANY 'naulla len s bracing ervuewe. W '1.g. TOT.LD. 42.0 PSF SEQN- 339635 . A...1entitle arming or cover p.os lining ell.dr.wh,g.Indica a areptenee.t PrmM1WotW.ngin..a,g 'V20,19 83s1 R.uvma CuclC peneinimy ate ler the design ahem..T»euldeOly end use of dr.wing ter la.,. O reaPon.lbllRr ware auger.g osuartar p•r.wslrrPl 1 e- W. s�mld,cAntlxpage Gp N�. DUR.FAC. 1.15 FROM BB ALPINE`w,wwe'wr::` c;;TPI::w w.ns rg:NryCAwww.abolndna,n,.som.loo.www,a,a,. ,� R��.N X11 SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-G1 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2 g 120 mph wind,19.70 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud( DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. Deflection meets L/360 live and L/240 total load.Creep increase om adoapplied per IRC 2 section 301chord checked for 10.00 sf.5"-concurrent bottom chord live factor for dead load is 2.00. 4X5= �1 iii 9 9 3-7-2 4 0-7-14 I 1n 0-7-14 - MIAMIIIIMIlmimumim� L% +18-1-10 1.5X4111 3X5(62)(8) III 3X5(62)(') III t<-1-6-0� 3-11-0 .k 3-11-0 I— 3-11-0 _I. 3-11-0 J 7-10-0 Over 2 Supports -31 R=480 U=16 W=5.5" R=337 U=1 RL=66/-78 Design Crit:IRC2012/TPI-2007(STD) 0PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 'A" SFS ;TY:3 OR/-/1/-/-/R/- Scale=.5"/Ft. Truss Compoenetsgr. r.regou (503)357-'.118 ..WARNINGI"READ AND FOLLOW ALL NOTES ON TI-08 DRAMNP1 F. SO... TC LL 25.0 PSF 825N4th Ave,Cametins OR 97113 "IMP°RTANT. nl"ws'TM'soRAwumTWO.CONTRACTORS waumNO THE I ALLER& U.� GINF+ Z REF 87175-95045 - m�w" ie®e'c c r',:�'aa'M'sem isro n' oz:,,wni"e dna=';',z°;:rp :nom s ono 19576 TC DL 10.0 PSF shall-,...Parformlnp Maws form-dons.Mammas ,asbracing G "�Installed 9r DATE 04/03/17 .41166 bp nob!ceiling.tractions Locations own or perman'""°"'ar""ant of wens"�have a ai 7i - AO BC DL 7.0 PSF DRW CAUSR717517093060 41 LAI NE ` ° o or 1310, o Apply g truss and e�„ n,,,n� dew",neo "' n° "°'" a plata positions. 0'04/20 7 BC LL 0.0 PSF CA-ENG CWC/CWC — dt.'...In"n.a dNl,;au"ra a,xa'P,,ea..,,a.n ae„"narmanae wim=1 Mr,o m�naren:,o:na1',I"n�%+c:'n nem P", OREGON ANITW COMPANY 1n„allanar"&6.auna of miasma. m ;�+ TOT.LD. 42.0 PSF SEQN- 339604 A salon t1a drawing or Daus e.g.Patina US.drawing.,Indiwr.®.p ned or RmNr...ion.T.naln..na 9n 4R.20,189 ,.epenaia.b delay fa...d..Ian.new,..The w.Tu6mb and w mw,clang for any Wroclaw.is me ,f//�� tier, 8351 Swam CircleT..Po,uNdlPy eftim BWltlb,pOwanrper AN8VTPl18ee2. VCD.111DUR.FAC. 1.15 FROM BB &HaPmm,CA 95823 For more Infarmatron see ao.,job,general notes R.g.and mega woe axed Rme,ro WO/2017 SPACING 24.0" JREF-IVZO7175Z04 A�vNe.www.aroroenw.w...:TPI:www.ro.n,,.am:vVTCA:www.amna",v,,.aam:.cc:www.��era.am (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-G) THIS DWG PREPAftEp FROM COMPUTERINPUT(1pgpS BDIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2((g 120 mph wind,19.70 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psi,wind BC Webs 2x4 DF-L Stdd/Stud(g) DL=4.2 :Lt Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): psf. Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. increase Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets U360 live and L/240 total load.Creep load applied per IRC-12 section 301.5. 4X5,-- 3-7-2 9 s 3-7-2 V V 0-7-14 /I� ■ i h� 0-7-14 ►-� _ —1— / � +18-1-10 1 1,5X4 fll M. 3X5(62)(') Ili 3X5 B2)(R) III l< 3-11-0 + 3-11-0 3-11-0 3-11-0 fe 7-10-0 Over 2 Supports >I R=480 U=16 W=5.5" R=337 U=1 W=5.5" RL=66/-78 Design Crit:IRC2012/TPI-2007(STD) .e.0 PROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.8,— 4: S O :1 OR/-/1/-/-/R/_ Scale=.5"/Ft. Tmss Camponems of Oregon (503)357-!t18 "wARrmtlt;!"READ M413 FOLLOW yy Rarer aNT11N:MAWWm fAf,/y 8ssc Ave,Camelius0R97113 r TM6DRAWING TO AU.naNMACTOaPICLUMNo,,,EnSTALLE S. ,p y TC LL 25.0 PSF REF R7175-95046_ Tn...aa"e""' rated..Inataning and bracing.Refer to and fares, 19676 'fl Re ^'N Loco.. `a(Building Wim°ha r """"""a"°bradng per a v,d.ro e. r TC DL 10.0 PSF DATE 04/03/17 performing nor S1(B it r a .Nay Saimaa Ia orae Y bra�ng WlfC . 41.rigid s.��steal „,lr.a attached sln.aw.el sheathingnd ba"o,n card WW1 Nave a Unless otherwise. Asn "" "b""na"abraang'"st above Pared:' i� BC DL 7.0 PSF DRW CAusR717517093102 A L�0 N I say,a.unlace atd�ea.SPR fens aInge1 one tlan�nmshown.. anaa g,a Joint�Ia��a."n�.s:�al�°d atna.w�.a.Refer to ra n s, :for standard mala Pasn=ana. o• i�no =ration fay etobuild'ReS otIComponents ona,ma c'"' m Ns;,., 'o ani for any Rem RR OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN RW COMPANY =nate an 6 bra.ng of moder. �. • Aaalea,hN P,g,,,,nn„„„ ,nmgao.s 9 n.2o,19 TOT.LD. 42.0 PSF ��iemp.wd�"�,:a..kn.new...-rna` rro.,,a.wee0v��',i."a'..�'rnngp1ier..,�'aw�^naw"�'r"„,a �4 a '� �P SEAN- 339602 8351,..,,, eIMyofa,a�NAtwDsignerparANs.TPI,8ac... O[0 W.N DUR.FAC. 1.15 FROM BB Sactartam,caysszx ALPINE.ww.:roinatuco.Yenw„."'.`.Rinslorg;"t,'rcAl:'w„..and„tr„".`rnICC"w"ww.i;asar,.oe Rohm,6,30/2017 SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-GGE) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) 120 mph wind,19.70 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x3 HF#2 DLm4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g)::Rt Wedge 2x4 DF-L Std/Stud(g): Connectors Ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. PperSee DWGS A12030ENC101014,GBLLETIN1014,&GABRST101014 for gable wind Provide lateral wind bracing per ITWBCG wind bracingdetails or bracing requirements. engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and IJ240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 4X5= /i1 s 9 3-7-2 Tr— I II 0-7-14 �� ■ ■ ■ ■ ■ ■ ■ 111114111hkI : 0-7-14 3X5(8 )(III 3 (62)(R) III L-1-6-0-5J L-1-6-o--- I_ 3-11-0 __I_ 3-11-0 J 7-10-0 Over Continuous Support Di — R=120 PLF U=4 PLF W=7-10-0 RL=12/•12 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IR 2012/TPI 0007(OTD) 15.01. .•EoF OpSS PLT TYP.Wave o ( g ) ( ) a• :1 OR/-/1/-/-/R/- Scale=.5"/Ft. T[ossComppomemtsofOr.gon (503)357-1118 ••WMNMGI•'RFMMOrOLLOWAUNOTFB onTr�oRawwa ... •F 825N4th Avq Cornelius OR97113 —I Tw+TM vuw21;...."474-e C-N,Z-s Idi MCLU"gWin.... -....g '411 y TC LL 25.0 PSF REF R7175-95047 Trusses r„ ..lea"no.hand/Inc.ehwwne.Installing end bracing.Rarer to end follow 19675 9 edro`naa`S(Building Co ponentSafety'n`onnepon.b TRlend"'r'GA)brsafe��practices TC DL 10.0 PSF DATE 04/03/17 to pethe norming Tees funallons.Inen.c.na the.PraN a temporary bracing per SOS/. nese n orae lop than saes hew properly attached eeut,ual sheet end bottom chord shell have a properlyeve... n n ' `om,BOOe odomfor permanent I.tefe"" per SCSI /AP %e. ' BC DL 7.0 PSF Ivw CAUSR7175 17093059 AL��' �l� 6ewd�:�w ara�o.ss u�bie.Apwywsrea eescnina °eeesec 'w°�.n;,o`,abo.anann i•20 7 p e ssn n erw .Refer„da„anger"SOA.zfor agnda.d plata gal/one. BC LL 0.0 PSF CA-ENG CWC/CWC She d Itw Budding Components Broca Inc.shall not be responelble tor any de,dadon from tills OREGON AN rf11r COMPANY Installed.,drawing. . g...ire to build the trues In canfomhenoe with<W ein al".or for handling.shipping. Owl an ads m..wna 0'pusses. s wino Side dl.wl„gr Indlaw..°°.ptenee of p,,,a.dpnel,nave.„ 9R-gin.20,tee° TOT.LD. 42.0 PSF SEQN- 339600 a�s,ewgl,c;,d� dOOYd.ty"uran�lm:w!deign n:perANSe.ala,lir..hd,..ao.t.l.dr...rhgapr.rq.,.astr..e»,a O FROM BB °"A"8O"P"a""' tD W. DUR.FAC. 1.15 Smamrn%G495A2A ALPINE:New.alpinel.00mS aveuatpnsttorg.N,Tarcw,.segnduepy: ,'_CC,sn ,_1 .e...g R.,aw.6/30/2017 SPACING 24.0" JREF-1VZ07175Z04 (0417004-z1T ROTH CONSTRUCTION-Corbin lot a—VERIFY,OR-SD7CAP) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-1.#Z g 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B, ind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/ tud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. In lieu of structural panels use purlins to brace all flat TC @ 24"OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase factor load applied per IRC-12 section 301.5. for dead load is 2.00. Refer to DWG PB115101014 and/or PB160101014 for piggyback details. Brace top chord of support truss with 2X4 purlins spaced 24"o/c max. Align upper and lower trusses and support upper truss on the purlins. 4X5= 4X5= 2X4(D8R) 9 I , 192X4(D8R) 1 0-0-6 =MAE0-0.6 4 ( " 10-0-0 3X5= 1.5X4 m ,1-1-0+ L 2-0-0 11-1-0 I 2-0-0 5-1-0 Over 1 Support -� R=88 PLP W=5-1-0 Design Crit:1RC2012/TPI-2007(STD) EO PRD PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.it c- .. FESS' OR/-/1/-/-/R/- Scale=.5"/Ft. Truss Compo encs ofOrego (503)357-'.118 "WARNIINGI"RP-ADAND FOLLOW ALL NOTES ON THIS DRAW/N01 �ysl FF 825 N 4th Ave,Comelius Oregon 97113 ' Tee WN.MALL CONTIVACI ae aw Cn,NGTNE INSTALLERS .Q Dy TC LL 25.0 PSF REF R7175-95048 m.a extreme owe In fabricating.handling.shipping.!natal.°and bracing,carer to and ra,ow 19676 (Pudding Component Safety Information.by TP,ape WTCA)'or eatery Praoece otherwise, - r TC DL 10.0 PSF DATE 04/04/17 editionth-re latest g,nave proap""ae"a„e e.structural cnaaM,nsPend bo,am c.,s Poperly ett c.M a.acoo a,o sno as ®german lateralreaaaintorw ba" have seal/ Unless gMea„edperSCSI I� -/ BC DL 7.0 PSF AIL�QNI na'e�een��Wa"e �.nwpeidei a o , "w ;`ea°lea o enns fre�en DRW CAUSR717517094023 0- i-2o BC LL °"' an�ra,aetob,A,e eWa erfa m nga,a o. aa dng.eniPping,`n omnis OREGON 0.0 PSF CA-ENG oei AN RW COMPANY Natatration bracing ar W a In ponfom,anw wan ANSI TPI t,or r are.e wpbIs c•g•nnron+rat.wIss.,na,o.w.oo.pti,055!5ron••,en•I•ny„e.,,,,g ,• '• 9A� °rt,20,1990 �� TOT.LD. 42.0 PSF SEAN- 100130 InnannWnnydpaef,IWI Nmbn•heea,. sunabg,b and new ew mMnfar g a,ry•Weana a.ma R35I&Nan Civic finer p.r ANauTT>t�sec.x. O&D{11/.N. DUR.FAC. 1.15 FROM BB Sermmenm,CA MG ALPINE: aRob•a www.e,P"einecom:TP'. °in"n:piWTCA: 5005in try weeeiccsafeorg R•,ow.BSaam7 SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-CCAP) THIS DING PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2 g) 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load.Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Refer to DWG PB115101014 and/or PB160101014 for piggyback details. Brace top chord of support truss with 2X4 purlins spaced 24"o/c max. Align upper and lower trusses and support upper truss on the purlins. 4X5= 2X4(D8R),9 I s —1 9 'i` 2X4(D8R)-,-t.,0-0-6 0 6 1-11-4 0-0-6 10-0-0 LL —1--- 1.5X4111 I' 2-6-8 >I< 2-6-8 L- 2-6-8 I 2-6-8 J l< 5-1-0 Over 1 Support >I R=88 PLF W=5-1-0 PLT TVP.Wave Design Crit:IRC2012/T PI-2007(STD) OP PROFFS FT/RT=2%(0%)/4(0) 15.01.• 3 - S. OR/-/1/-/-/R/- Scale=.5"/Ft. Trues ComponegteofOregon (503)357-21to • *' ARN RA DFtF t AL SIXuwum e 0 CZ. TC LL 25.0 PSF 825 N 4tt�Ave,Camelius OR 97113 "'a"en1OTME"'eT.+a 19575 R REF R7175-95049 n.aome f B.,n pones.Safely information,rmadns.eatan,an and Camps.aterpractices slaw sons.'scwer&shant llsaraytemmaxan,ra gadC .Unleeaterychherwse, % TC DL 10.0 PSF DATE 04/04/17 waaenr,a Lx..aa p�Mho-dons.ea span provide temporary bracing per BC.. ,a.as otherwise, e� ha •�^ Wim'��'e"sae,vbottom.��°ha':hove /] O� � I /33,137 Nlgsea°d"„applicable.Aawvyplate m achMeea,a,maan ,nonan;'nstalled above ando r.X4/20 BC DL 7.0 PSF DRW cnusRYI7517094024 A�1�0I V aJointaw unless nnd„d,n"otherwise. r to 9;,e�;for standard plate a� „ne OREGON BC LL 0-0 PSF CA-ENG BFR/GWH AN ITN COMR4NY Installation,. any ,a the toms In conformances with ANSI/TPI 1.or ror handling,•i rnaing.an Vrani n,acng or a,.aaaa. 97 an.yo,lei TOT.LD. 42.0 PSF SEAN- 339736 A...0 on tl,4 drawling or 00.,gw•IIaNw N4 tlewAnY.ede.w.d••pr•,1••of Mafwloat•npinMng P.n•Iblab ad•bl.r fee design unworn.YTa•"I,sm,b and use aTgn•d,•wl,g rar any••uowre ie ole 8351 Roma Cada '•pv1v1°""'>""r��"�'�s�+�s^�ne•ArvgvIP�1> z. C• Vet' DUR.FAC. 1.15 FROM BB Sacramento,CA95R2Rre,nnnn.gnn,.athwab,tiganara,n•,aa,a® nth R",e,,,,Nsazgn SPACING 24.0" JREF-1VZO7175Z04 ALPINE:www.ary,nem•.w,n:TP,:www.lpinaLo,g:wrca www.sec„wuslry.pom;ICC:ww.v.lprasla.o,g (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-JGE) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x3 HF#2:W1 2x4 DF-L Std/Stud(g): DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Truss designed to support 1-0-0 top chord outlookers and cladding load Right end vertical not exposed to wind pressure. not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord may be notched 1.5"deep X 3.5"at 48"o/c along top edge.DO NOT Provide lateral wind bracing per ITWBCG wind bracing details or per OVERCUT.No knots or other lumber defects allowed within 12"of notches. engineer of record.2X3 studs require reinforcement at 70%of the Do not notch in overhang or heel panel. length tabulated for 2X4 studs of the same grade. See DWGS A12015ENC101014,GBLLET1N1014,&GABRST101014 for gable wind bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. ' Deflection meets L/360 live and L/240 total load.Creep increase factor 1 for dead load is 2.00. 9F- 111111 ,I, 11.1.1 AN t 7-5-12 i.. r 2X4(A1) L1-6-0.1 I" 9-3-12 1"12 R=131 PLF U=23 PLF W=9-5-8 -TY RL=33/-8 PLF ,. — 9-5-8 Over Continuous Support Note:All Plates Are 1.5X4 Except As Shown. PLT TYP.Wave Design Crit:IR FT/RT 2°0 0%4 OTD) 15.01. a��O PROF6sS ( ) O i OR/-/1/-/-/R/- Scale=.3125"/Ft. TT2s5cNIpooenDofOregw (5 0313 5 7-2 1 1 8 "•WARN:NCR.READ AND FOLLOW ALL NOTES ON THIS DRAWING l� FF" OZ 825 N 41L Ave,Cgmeligs OR 97113 •IMPORTANP' RAMO-M.0MWP1gTO ALL RONTRARTORs wuuoNWRIE INSTALLERS. �" �Q TC LL 25.0 PSF Trueaea require extremeand wng.natelimg and bracing.Refer to and fellow • 19575 v REF R7175-95050 _ latest bon ofaCsrB�;nao„p SafetyInformation,byTPland CA)forsafav,.aaecesprior r TC DL 10.0 PSF DATE 04/04/17 /�.. o rn CI.a,�.�ePro;.a"y;:r r ar 'a r17 bra 21 have erael,�anotedorarw�.a. ,/ /� a ",ling.Locations a"own for webs ,..a a P g�d per /� BC DL 7.0 PSF DRW CAUSR7175 17094025 A PB^ I E v... of D:faail.unless r ego.as agu a".BOOB Tena a oeachwing.`.l`ag,. end card plate to pos«„above and e^ I, 14/20 {� f �I Aad^�o y®« angmP,na��o µsa ,oe;' �^abHP e,on on n,o OREGON y BC LL 0.0 PSF CA-ENG BFRIGWH AN ITW COMPANY Installation a bracing of waves. n mnr"emanoe wbh" A.eY tin mn ar.wln P.g.l4enp a,Ya reale.w am.a.naaw9 ',20,99 TOT.LD. 42.0 PSF SEAN- 100120 w ro wey ae a®tin Snow Tngrmth and.a ,' amg,"'.":"'......;""="=.11,. -0 N�' FROM BB 8351 RomaCirae "a.Pon.m.Nr ofa,e egllmng oe.mn@Par wwsrrrt",8-_oLD W. DUR:FAC. 1.15 Sacramento,CA lMS nra inre,n,n-,r see d...mb o genera.note.Page ssO d,eae web ado.: Neeraw.ersoaon SPACING 24.0" JREF-1 VZO7175Z04 .u.Pwe.www.aron.uw_oo,n;me www.mnaro�wru:www..bdraw.y..00,n;rec www.iaasra.org (0417004—JT ROTH CONSTRUCTION-Corbin lot 9 VERIFY,FY,OR-J) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#1&Bet.:T2 2x4 DF-L#2(g): 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B.wind TC DL=6.0 pfwind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 2.00. 4X5=-1 s ��T2 1.5X4 III 5-3-2 4-2-3 no +10-0-0 f 3X5= 2X4(A1) L1-6-0.-1 L- 6-6-0 _L1-5-4_i L- 6-6-0 l 1 -4 i7-11-4 Over Supports- R=494 W=5.5" R=33311=2 RL=821-63 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) .0PROFFS FT/RT=2/o(0/0)/4(0) 15.01.11Si OR/-/1/-/-/R/- Scale=.375"/Ft. Truss Components ofOregou (503)357-,110 "WARNINGI"REnouwFoulxvAU NatES ONTMSORAWWGI N CF Oy TC LL 25.0 PSF ffiSN4tlx AveComelius0897113 "I aRTANTYl n'"�' 'TM�°�'A +rowIALL 'roruwnuowo4''"r".erls, O 19575 'Q REF 87175-95051 — wa,."m nIPPIno.m.:a�Iln..n°o..�I^®.R.r..a.ne mII..,, •D .e......°°P.; ;W.'',C« =na;ery�°,o..,,"uo".byrPl.^°w OWfors..,ryP..o0...PrI.r �, TC DL 10.0 PSF DATE 04/04/17 �� ams.. "...^..�... ... ne° a "`°°'^°.°.'""r'P..n.n""tl.t.ni....,t`Z.:wa,.:nPII"n..° a":,'^.'." .�r3=s; /�' ! BC DL 7.0 PSF DRW CAusR717517094026 Al—��N� a a o�. s,°.... �a..�PPaa.�.m_� :� ep�;° b°o°°�` ° °." 1420 a In,an luretoa eaw"v,a °"oonfo„� '„n,ANSI/1,1,",b,"andl�na:enipp/nae"a ^ h. OREGON BC LL O.O PSF CA-ENG BFR/GWH AN RW COMPANY mo.ane.bn a eracn®or.o.."., 9 en.q0,495% y. TOT.LD. 42.0 PSF SEQN- 100122 A..tl on tt.l.°..wing or savor pogo neeno tNi.°..wins.6+°Iwb..PP.peono.of....ono!eng...M"O moo...My sokOr w tn.*Ion.insvn, he .00 ny on..ono of.ta.ea,for y strum..M the '40�D W W.N� 8351e ct.k •®°`" °'n`v"ra'e"Iaun°o""'""P"'Aws"'vi's"`�- DUR.FAC. 1.15 FROM BB Sa°owq CA 9MS no inform ojob•a ..RINE:www,,ana .`an-171:www.tP' `..n,VITOwww.°°.n'n,t",.^.m.ICC:-„w.,�.,.,,” Renews eaazm� SPACING 24.0" JREF-IVZO7175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-Ji) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#1&Bet. 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT 11,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord five Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III i 1.5X4 0� �� 6-4-1 5� 3X5(8)NI 2X4(A1) LE 1-6-0-,J 4-1-13 3-7-11 192 k 7-11-4 Over 2 Supports R=494 W=5.5" R=333 U=25 RL=116/-58 Design Crit:IRC2012/TPI-2007(STD) ,EOPROpF PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.• •- • Truss Componems of Oregon (503)357-2118 wARNmGN'rsEAo,wnFouowµlNmEyox7Hlg 'SS' OR/-/1/-/-/R/- Scale=.375"/Ft. SZS N 4th Ave,Cornelius OK 97113 IMPaRrANr" w"enel+TMls tlUWIKK3To ALL CONTRACTORS wu°w lnrcu ,„e, C� N 1957,��,Q y TC LL 25.0 PSF REF R7175-95052 thesel of xtra." (n fabnoanna.handling.shipping.Installing and brash,..Refer to and follow �� (BUNdI..g Component Safety temporary.by TPI and ..U lir dwifelynot practices se. TC DL 10.0 PSF DATE 04/04/17 the Wesrmin.these Nr,Non,.Irweallerm eM1all PreWda temporary brawn.per I.Unless noted enpe, b Chord shall hew property attached streets sheetht.y and bottom a.o a neva. nopeM s,easM1ed ng p� for pennanentlateral restraint ofwebashall ha,.ebraping`nstalladPar aosl '� .00 BC DL 7.0 PSF A��ONE ..aaJaintB ev.unless noted �piR Plates poem face and position an shown mewand on +,;,rzo 7 DRW CAUSR717517094027_ ALF e lit ce,BS rasa,reseed ghee.AP Paler to to each fa z mr amnmrd plate positionshown ea. d ,len oft .aid..Compenent,GroupInc.aM1ellnetbera„,onelaefaranydevlatien,rpmcola r� OREGON BC LL 0.0 PSF CA-ENG build the Prue In conformance with ANSINWI I.or for handling•shipping, tea .� ANITW COMPANY I'natauerysan”&SreGnp sf,,,rmaa,. 11 '0.50,10' TOT.LD. 42.0 PSF Aeealenlhladeewl eoyppa.anatlngode..wino•MdWbaKoogtantreofweforfabny SEAN- 100124 ' malty .,. me deYen show.,.mea... y end r.e of nu Wareing few any bnRa MI Row=cwf IarooewnarPar...W.,,sada ��w N DUR.FAC. 1.15 FROM BB 5 Rov CA 95821 9loo•s general notes Page and u,eaa wee,dae: ALPINE:wwwa/pidoiNsooreTPSwestylia`a'gi"""."aree°"hdusn".eem'I`=:weselpcsafe.org Renew.6190/2017 SPACING 24.0" JREF-1VZO7175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-A4) THIS DWG PREPARED FROM COMPLJIER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 120 mph wind,21.21 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC OL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concur-rent bottom chord live load applied per IRC-12 section 301.5. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III 6-7-5 • 0- 4 Ilmliminimummimummip18-1-10/ 3X51,III 3X5(132)(R) Ili Li-6-0>i L, 3-11-10 - 3-9-14 1112 7-11-4 Over 2 Supports R=485 W=5.5" R=342 U=60 RL=154/-61 Design Crit:I RC2012/TP1-2007(STD) .03 PROrc PLTTYP.Wave l T/RT=2%(0%)/4(0) 15.01.• •'4 ' F`pN :6 OR/-/1/-/-/R/- Scale=.375"/Ft. Truss Com emsoforegoo(to3ti57-.1I8 "WARNINctI•'MAO umr°uvNAU NmesORRINDRAWN% N F�. • auuaf nv Comel°sOR97113 •UpoNTANr•' F➢Wb",HIS°R.O�IR°T°MLGORmA°rpbRuwRmT INSTALrERs. 19675 REF R7175-95053 IQ Z TC LL 25.0 PSF Trusses®a; or ecsuke "�`�r•I"r"^"�tl're.ransom®..nronlne.Installing and bracing.Refer to and r"uo... 9 �PerfomAMNewsfun�onatlron�.nP"n.nrroNSafdetmpora n,br�;"ewrlJrror..r.t.no ..Peor TC DL 10.0 PSF DATE 04/03/17 411111111 top ceiling.ll m.,,. ",".ball p e temporary v bottbrocIom ..rens., wt aae mealy otherwise. Pe shown for ermaneroel:h..r aintl,anp,nu,a,"��^�""span �. IPA �- BC DL 7.0 PSF DRW CAUSR717517093103 uparwn®.^awn for permanent mre.a have eralmp ro.mn:n Per ecsl A LP[I NI� °..0.... ee7 oPI 0.union"..edI�m rowRRarerpun..to d wings 1 r^i' `r standar plate positions.shovel..."na on 20 unions " Aroto ngew,truforndparnProro Alpine.ae =rrrwPol..Co,noommt"a,a,P;n=,"n"e Bble.rohs,do Awwfromthis OREGON BC LL 0.0 PSF CA-ENG CWC/CWC to bull0 the cove In conformance w;M ANSUTPI 1,or for shipping. AN lrw[onnRANv i drawing.e','r�n euro of trues.. If o°.75 19." • TOT.LD. 42.0 PSF SEAN- 339620 A col On U,I.tl p.p.Npny rho tlr.,U0,Intlb.l...a>p*a Or p.W...wmr r+pinwln 8351(Gram DNB remwrwrollay w " Oa... ..PI1 ewe. re""„"�'""rr°"°`."".°"""r";i'e aLD W. DUR.FAC. 1.15 FROM BB r..p.n.R,BRyoram ewltlh,p O.Ypn.r par AnlsurW t a.n2 satraroosCA9sxxe ALPINE:www'.alpIneitwoor rPI:v.....;;p°:VOI-Cry cinae",�;.c ':www.�ccsafa.mr° PPM.6l$0,mo SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A5) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2:T2 2x4 DF-L#2(g): 120 mph wind,20.96 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDSlfPI reduction factors. design. In lieu of structural panels use purlins to brace all flat TC 0 24" Right end vertical not exposed to wind pressure. DC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets U360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 4X5= EPP s 1.5X4 5-11-7 6-1-5 0-7-14 �s. 111 " 18-1-10 3X5 3X5(B2)(R) III 1.5X4 Ill L1-6-0›.1 1,3-1-11 _7)�-3.4 4-1-9 , 1 I_ 7-3-4 1 8-0 k 7-11-4 Over 2 Supports I R=485 W=5.5" R=342 U=52 RL=1421-58 Design Crit:IRC2012/TPI-2007(STD) PLTTYP.Wave FT/RT=2%(0%)/4(0) 15.01.• :t'' •PR•p • Truss Components of Oregon (503)357-_118 ..WARNINGI REAOANUFOUWVALL NOM ON THISDRAWWq S�•TY:1 OR/41/-/-/R/- Scale 175- /Ft. S1SN4th Ave,Cornelius OR 97113 'IMPORTANT— FumaarTNlSORAWING TOM. 9 INF /O `, , ,n•'""°•'"°TME'"a"u p� CSC' (� y TC LL 25.0 PSF REF R7175-95054 ,n_r....... i iel•x amin"lra aecsreai^v moosani saim,"a amaa�na,�n.nanma a.w e�acne.R.ra,m a^a renow 19676 �� performing1�:un n "arae.provide de omT�b. �...o�.:v. �nor ' TC DL .mmm temporary bracing per sem, into,^_ otherceswise. .. r 10.0 PSF DATE 04/03/17 palm mailing.Locations anowm,for mannan tracing lnatailatl per BCS BC DL 7.0 PSF A�o)��—" tla na�ei er 1310.oag�tl'®ca •ech II► -� DRW CAUSR717517093093 order.n= om.arw. swinge, ,.z ra,. ar, lata ' 14/20 7 BC LL 0.0 PSF CA-ENG CWC/CWC AN rrw COMPANY ritrni u'o''''''`r'cana n.am,..9rn®'.ra�nanc:Viwanaisirrnir.arra.is eI°,aa,oche nn Warn u, OREGON AII.on tN.d no �"n°"""."°•U" oa.a-°•.rPa...an•I•row.a a 'T' x'7.20,4890 �4.1 Q TOT.LD. 42.0 PSF SEAN- 339624 .•o•narwib Imlay for Ova tl.Non.how n.The amN.nmy noel of Obe drawing fb lrry.....re w.,. s3sla,NvgOr6 naPmn.l.xly of the e,.xemg ea+o I wNsfrtrf,smu% CLQ Wrki DUR.FAC. 1.15 FROM BB Saamermq 0995828 �is lona s=Warn!Women naam and eras®.woe sires: SPACING 24.0' JREF-1VZ07175Z04neral"e am alaw a .Tri „.,a ca ,bund n .,m'l":" �"aa R"ncnaaanon (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A6) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g 120 mph wind,20.21 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bat chord 2x4 DF-L#2(g anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Stdd/Stud(g) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. In lieu of structural Right end vertical not exposed to wind pressure. panels use purlins to brace all flat TC©24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets U360 live and L/240 total load.Cree load applied per IRC-12 section 301.5. factor for dead load is 2.00. P increase 4X5= 1.5X4 III E11.111.111.111.91 s 4-5-7 4-7-5 0-7-14 mijilimmigimmiimmillomiliiiimiL: n Ti - S �J +18-1-10 r 1.5X4 III 3X5(R)Ill r 3X5(82)(')III 5-3-4 + 2-8-0 2-8-0 L- 5-3-4 - 2-8-0 -J k 7-11-4 Over 2 Supports R=485 W=5.5" R=342 U=33 RL=1061-49 Design Crit:IRC2012/1PI-2007(STD) •PRS PLT TYP.Wave FT/RT=2%0%/4 0 Rcp •TY:1 OR/-/1/-/-/R/- Scale=.5"/Ft. ( ) O 15.01.E :�' TrasComppoonsntso£oregon (503)357--118 ..WARNINGN IEcfAN9FotLOWNANOTES ONUS°DRAWMm TC LL 25.0 PSF 825 N4th Ave,Comeliws OR 97lt3 "I^ TANT.. a +TMka OFMNINOTOALL COMIMCTORS NC,roNMTHEINsun,ens. U,.S GINE., p2 REF R7175-95055 Truisms we«...n a e s 00Mid�„'s c mponent handling, e etr ie a"macro°'Instating ad Mrebracing. A,for:a Refer practices p or 19575 9 TC DL 10.0 PSF loe pc/Kerr/it. hor'sna,n �,operly tached structure!,e!t aMingtemporary bottom bracing wa.have a em noted...Med.. r DATE 04/03/17 properly.ma.avroc ..,.a;s.aa rigid stalling.Locxhene shown foraa apermanent Mersa rae.alnt*limbs ` eraci g mtalied per BCS BC DL 7.0 PSF A�L,)O N( t,.Joint o ,i or B10, oteel of �e a be standard da ..mo above on — /� I) CAUSR7175 7093072 Alpine,a division or l w Rle.Apply efer Group Mo.that n Bram a pia.petition, deviation from P,�. " 41/20 7 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY maw"n'any failure to build 010 trust In ceMomunma with AMSI/1 1 1responsible or f `u`ng.shipping, OREGON bracing o a mea. SEAN- 339626 A5 this drawing ar p.g.RAMO d'ssi g.emloetee.po.gt np.orpreo..tpn.l engheer.° 47A... an.20,490 ....-4 TOT.LD. 42.0 PSF peneiagtor thea aum.eutv.,w me enht.manning,p.hr..ePwre I.n» MDRovmaC�m baf>heBu�NgngO�tgharperAN9VlPI,Bec.Y. Q�Q W N� DUR.FAC. 1.15 FROM BE • Samna.,CA 95819 Por mora tnro,m.uon sae a,Ia jab a general nom.Page and mese w.n mta.: A`PINE,."`".eiw it..o""Ta'_"""'".tpna`.,g.`"`rCA'""'.'siminds.ay.°om.'C=,„,.,,,,,aos.re.e. SPACING 24.0" JREF-1VZ07175Z04 Netex.e4a20,7 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A7) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2/g) 120 mph wind,19.46 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2g anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 Webs 2x4 DF-L St /Stud(g) DL=4.2 psi psf,wind BC it Wedge 2x4 DF-L Std/Stud(g): Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors.e (g)designed using NDS/TPI reduction design. In lieu of structural panels use purlins to brace all flat TC Right end vertical not exposed to wind pressure. OC. 24" Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Cree load applied per IRC-12 section 301,5. factor for dead load is 2.00. p increase 4X5= 1.5X4 III 1111111.11.1.111.111.1.111.11.11T s I 2-11-7 3-1-5 6 0-7-14 I/� ■ II �- •� ■ 1 +18-1-10 r 1.5X4 III 3X5(R)III 3X5(82)(') III L1-6-0--sJ 3-3-4 + 4-8-0 4-8-0 'I L- 3-3-4 ,I_ 4-8-0 _I l< 7-11-4 Over 2 Supports R=485 U=10 W=5.5" R=342 U=21 RL=73/-41 Design Crit:IRC2012/TPI-2007(STD) PR PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.0 _`�� FF4 :1 OR/-/1/-/-/R/- Scale=.5"/Ft. Truss CpmppoScss of Oregon($03)3$7-,118 WVARNINGI"REAp NlprIXlpWAil NOTES pNTH16'pRAWNGI \J �j v 825N4th Ave,Cpmclilss OR 97113 "IMPORTANT" FURNIONN SDRAWNpmN,CONiRACTORS NaumNpn,e INSTALERS a F,Q 9 TC LL 25.0 PSF REF R7175-95056 Trow..= ',.1=1.Data in,> =Nn h="arms=mP 1n.m=mmno anp n,aoma.Rare,w aha rot= "576 to .,="Nonae�ctIona.InpallrP.n.M ,., temporary "cingpea, r�lnlessn tedet�=P,1a, r r TC DL 10.0 PSF DATE 04/03/17 _/4416k, top "a s Installers provide,.nom. bracing per Unless noted properly attached structuralsheathing and nP=.p,.hord=hell Properly attached .a m P.,;n.n.n, ,.r.,1,...,aN„....P.aha.h.=.t7:17,:=�1.dP=,R�I 7� - 't BC DL 7.0 PSF A L��N he Joint on a unless ted*Mer .Ref o __1 ems,= =ham mow• o DRW CAUSR7175 17093096 ctn�o:,�,=.=n�...noted<p,.�... a. drawn,:,SpA-��,a,.nd.ro plate P.aN�,.. o• l'/20 7 aravanp,�v,+tlt,.amwnalp,.p,n�.=®in.Duro„n=n..„,1`i,nnalrt2r17.=,,=:,an°aa n�pP�."-"-- 1 0 OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN RW CO MMNY Instal/Wien s,nra.Ina of mosses. a A en emo Po wwn.s ow.a.»a o,me w.ap.P.,.ao..�...mn„no 9��n.20,10b d.* TOT.LD. 42.0 PSF SEAN- 339628 wale* eelenaha,0 Theeulteh.yend,.=..rwe*ar=vap,�an,sI£gh=.,,a,. 8351 Rov.oa Citric ,a.Pan=mnRr a+�a,nm.,e o..IpR.,per ANsvrPl.1 Bac.. z. DLW.� DUR.FAC. 1.15 FROM BB SzPammI.G951Qe a_Pwe sloe .n..a1n a ,.ren ipnalLwcpij ""°p`�""""°" "`�""n:"m•r==7,--. Rmew.E512I17 SPACING 24.0" JREF-1VZO7175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A3) THIS DWG PREPARED FROM COMPUTER INPUT QOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 120 mph wind,21,21 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W1 2x4 DF-L#2(g): DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Bottom chord checked for 10.00 psf non-concun-ent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets 11360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III i 9 3X591 5-7-5 ,I� �/ 1-0-0 3X5(R) 0-7-14 hl 18-1-10 3X5= 3X5(B2)(R) III 1.5X4 III 1.1-6-0›.1L n 2-5-8 1 5-5-12 2-5-8 1 5-5-12 ' 7-11-4 Over 2 Supports l R=485 W=5.5" R=342 U=60 RL=1541-61 Design Crit:IR 2012 2PI 0/07(OTD) 15.01. 6-�PRORFS PLT TYP.Wave o ( o ) ( ) >" :5 OR/-/1/-/-/R/- Scale=.375"/Ft- TrueCoOponeuiuofOregou (503)357--ng "WARNING!"READ AND FOLLOW ALL NOTES ON THISDRAWRJGI U, TC LL 25.0 PSF g25N4th Ave,Cornelius OR 97113 "IMPORTANT" FURN's"TMIsDRAW.TD,d+CONRarcraR.INewaN6T.E INSTALLERS. �G rtep .y REF R7175-95057_ the Secs a care In fabricating,handing,shipping.Installing and bracing.Refer to and renew 19576 e I,euNdingCompone.n,Or Satisfy Mien-nation.OYTPl and,!VTC„>.or,^.ahr Pr nlceePrior 9 DATE 04/03/17 a performing shell Pw.Ped..itched structural shall a temporary bracing per shall have ass noted oma �. r. TC DL 10.0 PSF nweM euachep slwv"ura ehaazn�.. onom chow shall Hata a property anau.ed top cesn®.'Lp own for permanent lateral restraint Iw orwebs shall have bracing Installed per 8081 4` i BC DL 7.0 PSF DRW CAUSR7175 17093073 A L.R N Joint ibbre alo, mess noted orris ew^a%so 160......for a do �on as shownns. eand on 04/20 7 aP nctions dnea.no otherwise. drawingsaa a paa.rdeanonromn,s ,OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY installation&bracinfa burl dte suss M wnfomanm=,--Ir-ANRPI+,,odor M1andl ngs. .eM1ipping, (� ....el an u,I.dn.w g�w�ptag.Iltmng nd �alo.a..w.or.nd.of n. .ny,...,tng •1 en,2o,1990 �� TOT.LD. 42.0 PSF SEAN- 339618 ntlg,draw"+`or.e daalgnIlmIng;>.. "CIN end.. ortakhrofngw.n aolnotr,ha p FROM BB 8751 Rwam Citcle '"'�"a01y a'h'e11Qd"'g...ono,perANaiRPI+sap.g. L D W. DU R,FAC. 1.15 Srg muuo.CA MR For mores information see this lobs general rotes page and those web sites: JREF-1VZ07175Z04 aLPwe.www.aro+menw.00m;TPc w.,w.minsl.o.g:wrc.,:ww.,.sbsl.vasal,-com:IOc:wwiadsan,.o.g Rene.,,Waa2D+7 SPACING 24.0" (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A2) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) 120 mph wind,20.42 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L StdlStud( ):W1 2x4 DF-L#2(g): DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Studd(g): Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III TRU, 3X5�i 4-0-8 9 I 5-0-8 i2 4_19-1-10 0-7-14 1-0-0 3X5(R)tll +18-1-10 3X5= 3X5(B2)(R) III 1.5X4 III L.1-6-0 -1 8 3-4-11 2-5-8 "1 3-4-11 2-5-8 I 3-411 --- <-5-1 0-3 <-5-10-3 Over 2 Supports —e R=396 W=5.5" R=245 U=41 RL=117/-52 Design Crit:IRC2012/TPI-2007(STD) sO PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 = F 'i :2 OR/-/1/-/-/R/- Scale=.375"/Ft. mss Comppoonems of Oregon (503)357-118 "WARNING:'READ ANUFIXIOWAD.NOIESONTNIS oRAWN01 625N4th Ave,CgrveGus OR 97113 "I^+ *^NT" RAN.. ANG TOM,CONTRAaraRe«ouoR,ono=INSTALLERS (,a etc� Oy TC LL 25.0 PSF REF R7175-95058 rn,.ses.. ve n mnrt°anng,nanming,enypng,a,eamng ang Wagng.Rererm ana wuow 19575 _ 317.®7 L'arn .n<Rei°.,.�n,or .„n..y TP„n<, 'gr,r.r mr.,,.,, �..,R„°r - 9r TC DL 10.0 PSF DATE 04/03/17 be late�in°I thawsRfeCMiona.tnctellwa.nail Provide Aa�ee.�a�d�n,�sa'.'ae0aS5,0 no ,ono oted ,4464, ,temporary bracing par BCS' Uremiahovea b.n:nnevaPrOPanyatroea.trecturai.ea ViaPPortoevo .e""m ° "”" t"`e"' era apNe BnW" °'"g...eadCaoS°n.I 7�p0,1 , BC DL 7.0 PSF CAUSR7175170 93089 Locations applicable. , n.afareaP�.p,ae.n°w�ntoatAL_P)ONSNY rebrtoemwInga100,:ea standard piece Pe.Rons. oro s >'.Poneenvn Pmtn. +oORElGroO5eN7 BC LL 0.0 PSF CA-ENG CWC/CWCluretobuid .AN rrw COMAereGng of TOTTED. 42.0 PSF SEQN- 339616.Ineloaapr nggb Ssl fRo many...Bolding oepnerPer.wairtnif sea s. R04D W•v' DUR.FAC. 1.15 FROwernew,CA 9510.8M BB pNE. w.aa ems.pm. a onagan°..nn aaPagaane n®. aba,ta.: Rma„eMO/zof7 SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-Al) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) 120 mph wind,19.67 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud( ) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Connectors ingreen lumber designedusing Wind loads and reactions based on MWFRS with additional C&C member (g) NDS/TPI reduction factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Right end vertical not exposed to wind pressure. applied per IRC-12 section 301.5. Deflection meets L1360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III 3X5% � 2-6-8 3-6-89 � A :::::: I I 0-7-14 W -0 I►� 3X5.- 3X5(:2)(") X5=3X5(:2)(-) III 1.5X4 III 1-6-0—>i LL 1-4-11 2-5-8 I` 1-4-11 -1 2-5-8 'l 1-4-11— F 3-10-3 Over 2 Supports R=315 W=5.5" RL=83!-43 12=148 U=24 Design Crit:IRC2012/TPI-2007(STD) - 0 PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.• '" RF OR/-/1/-/-/R/- Scale=.5"/Ft. T Iss Comppoonems of Oregon (503)357-118 "WARNINGI"REMAND FOLLOW ALL NOTES ON 7198 DRAWING! �� GtIcrt— g25N4NAve,ComeGRs0R971I3 'ImP AN' 'u""" 'roAu°°WT".rC.''.............Ns. `,I,-Dy. TC LL 25.0 PSF REF R7175-95059 _ fabricating,handling.Shielding,Installing and bracing.Purer.anti follow - 19878 Trusses latest require o extreme S,ieundComponent Safety Information. TPi and i,.�rCA)for ea..,',recti°.,,„°r DATE 04/04/17 performing Mean functions.Installer.stall,rte _m yhra°Ing per SCSI.limes,noted otherwise, A. r, TC DL 10.0 PSF dilikks . dmg."y atv°I.ad.tn,°.unl d°.IIIna. d°ae°na.h°wn° m a.tate a.hall .,��g u�R.r �Sl l p�^ l eDetails,unless noted° °t..Refer.e dd"�'�„�`a"uao star da standard a.positions. °n / 0 BC DL 7.O PSF DRW CAUSR7175 17094028 A I �! ""`"".'. "" "°"'"°A'z`°r"a^d�"'a�,a.I°^a. o- /2017 BC LL 0.0 PSF CA-ENG BFR/GWH o Ian..a d=: 11 gro mta�"a M mnfdrmence wIN ANSI/TPI 1 7,7 n fg,r,,;gin;a:,v°n'`°""n" OREGON AN RW COMPANY ins.n deb 8.bracing°f trusses. `4 TOT.LD. 42.0 PSF .w.nw.at...1 .u1 g 481dravAno.;"mel"""' •nghi...etg aIt,20,1sr� `f SEAN- 100132 taPdn.MR�"f � R.ly.na.r»°ftld�".�r.°wl"s ma.N the �� a)slRa,uec;,om t""g"• ^^'S"'p'e�' OLD vi.t DUR.FAC. 1.15 SanwaN,Cl 95x78 ,e; FROM BB A aI S. '°InaM a �„:m1 ee Rename notes nano an. """"Moira sm. '°'•'°� Renews WO/517 SPACING 24.0" JREF-1V207175.204 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A) Top chord 2x4 DF-L#2 g) 120 mph wind,18.92 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g) anywhere In roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud( ) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g):g Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III 9 I i 2-0-8 0-7-14 M ■ —F- �� 18-1-10 1.5X4 III 3X5(62)(') III Lc-1-6-0� }...____1-8-7_114 2 1-10-3 Over 2 Supports R=251 U=2 W=5.5" R=36 U=8 RL=51/-35 Design Crit:IRC2012/TPI-2007(STD) QcO PROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.* V'5 FS.TY:2 OR/-/1/-/-/R/- Scale=.5"/Ft. TmssCompponcntsofOngon (503)357-2118 •`WARNINGD.READ MlBFWAfiNLNOTES ORTBISORAWINOI O 825N4th Ave,Comeligs OR 9'7113 rIMPORTAM" ^'RN'N'TM'S nRAOAN"TOAG mNRtAnogSlNcwolNG THE INSTALLERS C0 0°114e4" * TC LL 25.0 PSF REF R7175-95060 .aaaaeeo-a e.trame cora In rabfmaeing,nandnna ehlppng.a+ae.ning ane vaang.Rarer m aw roeew 19576 Meet edition o (auilMng Component Safety Information.y Inforati .by TPI and for safety practice.prier . r- aTC DL 10.0 PSF DATE 04/03/17 om e«M1 Inamlle a shall p am ro braolna per RCnI.�nbae no ed ori e w aa, s Mery a for„„atn,e nt tr t of .ha ti ve boyo a prooale per ad itald�allB3 aceto a`.1eabe rvyn eabllaef"a`, isn`tend ea ch lam of shaeho do a as shown e.andol �- !� BC DL 7.0 PSF DRW CAUSR717517093101 ALONCS MeJoint aMas.0 ITvy ,ITP em R r�roa tngs O,.foes anandardplasposal ns. ba�dn aisio of note, rroupInc.Mallnotbere standardplats evlab 0.04/20 BC LL 0.0 PSF CA-ENG CWC/CWC emppnega Group Inc.Mall not be raeponebfe for any davledon from tela OREGON drawing,any failure to build Me truss In mnformenoe with ANSI TPI 1.or for handling,shipping. AN WW COMPANY Installation a bracing"trusses. 0 m TOT.LD. 42.0 PSF SEAN- 339612 A seal en Wia drawing or maw page gating M4 drawing,Indicate.atxaptanm Of pmreaalenal anginaaring 9 8e.20,199 Q rospnrWblaty nobly fen Ma design shown.'Me a"ganlllty and raw Mtge drawing for arnr structure la dr eaSlRayaosOldf reapvteiMnyofthe:BullmngoslgnerpwANSINRIiSac.. d(,�W.V.."' DUR.FAC. 1.15 FROM BB &nom,00,CA 95378 ror more information sea ALPINE.www.alp,naltw.eom,Tpl.waUM jP13,5Lom.Wrta www.aaondaaay.aam.woe,ICC.www,oaafa amSPACING 24.0" JREF-1VZO7175Z04 Renews 6'3012017 (0417004-JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-Al2) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 Special loads Bot chord 2x6 HF SS P--(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g):W5 2x4 OF-1,#2(g): TC-From 75 plf at 0.00 to 75 plf at 7.94 Connectors ingreen lumber BC-From 7 plf at 0.00 to 7 plf at 7.94 factors. (g)designed using NDS/TPI reduction BC-982.34 lb Conc.Load at 1.79,3.79,5.79,7.79 Wind loads and reactions based on MWFRS. 120 mph wind,24.16 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC 01=6.0 psf,wind BC End verticals not exposed to wind pressure. DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live (a)#3 or better scab brace.Same size&80%length of web member. load applied per IRC-12 section 301.5. Attach with 10d Box or Gun nails(0.128"x3",min.)Q 6"OC. 2X4 III Deflection meets L/360 live and L/240 total load.Cree JT PLATE LATERAL CHORD factor r dead load is 2.00. P increase No SIZE SHIFT BITE i [1] W3X5 3.00 L 1.25 These hangers and support conditions used at bearings [3] W3X5 S 2.75 9(- indicated. H1 =Simpson [4 W5X7 2.75 R 4.50 ) P [5] W4X5 3.50 L 1.25 4X5[5] % (H2)=(J) anger not calculated [7] W3X5 S 2.75 0 • 3X5[1] • •,+��,I y (a) 9-0-0 • 3-0-9WI Sil Ill , 018-1-10 3X5[3]III 5X7(R)[4] III 3X5(R)[7] III 1'12 1"12 .L. 3-9-14 3-9-14 .14 2 3-9-14 3-11-10 4 1 IL 7-11-4 Over 2 Supports R=1883 0=154 R=2697 11=209 Design Crit:IRC2012/TPI-2007(STD) ,EOPROp PLTTYP.Wave FT/RT=2%(0%)/4(0) 15.01.' -. FS a. :1 0R/-/1/-/-/R/_ Scale=.3125"/Ft. TN&SCom&powEDofOregoa (503)357]118 "WARNINGI"BEgomBFor Au.NmESONRi1Eo A.WIN l �'/‘41957:0A. 44 0 825 N 4Bh Ave,Comelins OR 97113 PO�µT" a InfabTN6iUlWMTOAun�NINLTr.S anuand bracers. Refer �/�/�/� �" TC LL 25.0 PSF REF R7175-95061 _ Trusses ;"renes....Seneune..mrrina.be.TP'i Installing and tomer to and Tallow 1967b r' a extreme r.n.nr s.,.<,.temporary b I.Unless n.,;rd.t, ".. DATE 04/03/17 ,o,.....„,......„,...„„...«' ;ns..i;e,..r,.;;provide�"rn.,so.�"ee®"tea'°SCSI. p no .", / TC DL 10.0 PSF �.®®d.r.e.".;;�.,,.ror.ry.�..rr.4.,",.,,,�;�. a d renln3.�o�.rre stye:frr ren,..nenr I" 1..===s1 L n)0^ I fg a re,,,e o ,te t, o Lz.-4rx-v: ,.m .,z..,ne tle„rn -,,,,.�,.,r /' ! BC DL 7.0 PSF DRW CAUSR71751709308$ ..1 J- I V cmoon`nooroepIn� al,not beresponsi ;ae°r;;Na„rnfro this OREGON BC LL 0.0 PSF CA-ENG CWC/CWC n f.nu,.w b„ue a,.Studding ;n w,"o.n..no.wro,AN'"' f,.r rr,n.nm,a,enlvr;n". AN mw COMPANY epi::a b,..;n"c' %r e. !'r TOT.LD. 42.0 PSF AAax en fhb arwnna or toyer rye.Ilwna MI.&owl,p.ar4lr.t....toranne of rr .f...ror.l«iaM..Nw 9,Q iR•20.199 !-F' SEAN- 339649 �o n�� locale...;an*pron.T„e.wsbnnr.w r..or w.4..wI"o 04anr.wm,.I.u.. Q V Bi5l Rol, Circle erRw,a e.ren.r kANalrtw,s.r.z. L.D W. DUR.FAC. 1.15 Bacmlmm,CA 95820 .,rr.;,4rrr.arn leo w; FROM BB A`p„uE`"..-• 7.-n �`"""'"orbs.eno..rnrm.r."o.n4a,r.ew..:=, re SPACING 24.0" JREF-1VZO7175Z04 amv.o.s:wrcA:www..be,w.n,�..nom;icc ww.�o�.r..o Rmew.fl18U1012 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-All ) Top chord 2x4 HF#2 120 mph wind,24.16 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g):W4 2x4 DF-L#2(g): DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. End verticals not exposed to wind pressure. (a)Continuous lateral restraint equally spaced on member. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and 11240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 2X4 III 7 9 r- 3X5 ,Ir• 1.5X4 III 9-0-0 • 3-0-9 n — �' +18-1-10 — 3X5.- 3X5(R)III 1"12 1••12 3-9-14 3-9-14 1 2 7-9-8 7-11-4 Over 2 Supports R=353 R=353 U=123 RL=142/-32 Design Crit:IRC2012/TPI-2007(STD) •EOPROp PLT TYP.Wave FT/RT=2%0%/4 0 15.01.s c FS a ( ) ( ) :1 OF:/-/1/-/-/R/- Scale=.3125"/Ft. TnlssCom000esofOregoo (503)357-.118 NT. FUINSHTHLS pM.MALCONOTES pNTHIS CLUDINDRAWING! f3"/ �S� �(.`O Z REF R7175-95062 SZS N4th Ave,Cornelius OR 97113 "� TANT" r•""NIrwTM�v°R^`STM°Tasu.coxmwronn alcwouw nInsraaEPs ( TC LL 25.0 PSF ru....� roroeaareln.aeepanna.nandlingS p..M..andbracing.Reertoane follow 19676 9 IC DL 10.0 PSF DATE 04/03/17 CB�<Baiiding ca,nItonant Batey Information, CA,far sats:Praaddea Paan r oh n Per.nnni nese fun ane.(retenera shall provide MM..,btadne per SCSI.Unless noted otherwise. id auf .d shall have sed,,anapned.t.aa,,.,.I.heelnir.gand bosun shard Own have.prapedy an* �, t BC DL 7.0 PSF (� for permanent neso-amt dr wee.anon have brad.Installed per eesl i �. DRW CAUSR7175 17093092 .411_,MNE V� ""aeon s°..Loc B, astions applicable ApwRwat�aeach.tofwe sshad tl ebrad waeav erBCSle p elnto anleaa„a ehey,ee eer�.d.awno„B assts° ptepaQdan 0' x'/20 BC LL O.0 PSF CA-ENG CWC/CWC ,pose.a dwlewn of ITW Building conmonente croup ins.anon not be r OREGON drawl..any failure to bund Me truss In conform..WM ANSI?PI 1,or or handling.shipping. AN TN COMPANY Installadan bracing of trusses. 9 en,20.leete TOT.LD. 42.0 PSF SEAN- 339643 A semi on Wit dravana or sew ppa listing this drawing.Indloatem aewptanem a pra.erlonal antanominCC b raffia Bull d'a ersi.Uwe..T ...P.11W and ua or tate draw..Tor any nWswns is Use 8351 Roma Or* t>o�meponeliBuilding per AwBvrw+sea.z. QLD W•N DUR.FAC. 1.15 FROM BB Swan mla,CA 95818 re infarmapon see u,ie'e•a ganerel nates s a and tneao wan ens.: A�pINE:,wa,:'..sII„„ay..ca,.,;-rpl:wsw.y�nscaro:wrcA:w�ww,:sbandus,y.aa,n:Icc:ww,w.mcsa.e.a,g Renews sl3a2017 SPACING 24.0” JREF-1VZ07175Z04 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR (0417004—JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-A10) Top chord 2x4 OF-L#2(g) 120 mph wind,23.42 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III 9 3X571 7-6-5 3-0-9 p o MINMMlllINIIMIIIIIM FM 18-1-10 ' 1.5X4 III 3X5(R)Ill 7"12 5-6-7 _Ig.••�I8 1x72 5-9-15 '1 k----5-11-11 Over 2 Supports — ., R=266 R=266 U=100 RL=1041-24 Design Crit:IRC2012/TPI-2007(STD) PLTTYP.Wave FT/RT=2%(0%)/4(0) 15.01.4 , AFF •TY:1 OR/-/1/-/-/R/- Scale=.375"/Ft. TmssComponenffiof0regon (503)357-_118 "WARINRNGN.READ AND FellOWALL NOWEBONTNISCRANIN01 5 INF - i0 TC LL 25.0 PSF 825 N 4th Ave,CGmelios OR 97113 "IMPORTANT" Ia11YnsN TMl%°'N^"s ro^u mNrNacrons wu,Nnlrx3'mEN+s*u+ens. C1G �. y REF R7175-95063 Me ue require extreme s1(a�ildingCo'poentSaf handling, °,,.CyTPMetI'and bracing. r°.nd.°I°w 99676 TC DL 10.0 PSF B.hall P.Md..amPG� ara ln,Pa �practical..e°' 9r DATE 04/03/17 lop /Plait::properly:asked Oman.�.I sheat^;,,,".,d bottom chords all have a`oma, attached BC DL 7.0 PSF �O b'� DRW CAUSR717517093082 e.�aronre � amp^R,Gbs °stra'�,ao� .bs°�dden�„'installed �/► _ e`e1 nroeall..anlaa.natadad.„a.. ..� =,r,m adw. r, 1•/20 7 BC LL 0.0 PSF CA-ENG CWC/CWC AIRIn roup Inc."n.li nar ee reaponamla lin any dein..'^tram>hre .aln,..r.a failure m w.udma?rues o-°wnrar.,,a"�with ANslrrnl I.ar rer handling.Slapping.' � OREGON AN IrW coMRINY msmNn°°r,a.bracing arttiaaaa. P TOT.LD. 42.0 PSF SEAN- 339641 ANY en*1adr.wln,wsna.,P.,.11.nng this drawing.Indicated.m.Dbned of Gro/wNm.I.tWln..nn0 11�0,.20.t9 8351 RnnmaC IC ra.Pon.lblllb o<>he respdosildiny OtrllAn,Osi,nvr par ANS .,or Ina adedin shown.The wiladdety•rad rasa°itmft a.wln,w»ary.wcaee b the V samamsero,anuR OLD W.�1 DUR.FAC. 1.15 FROM BB a trio Ioh•.a.narar roc°. l a acs rhino w.b aitoG ....-.N.:---aGh� :rP tl ,aG: �A: aad,G.aa :ICC:aM iia.°, ,q�aroN SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A9) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS BDIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2 g 120 mph wind,22.67 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets U360 live and L/240 total load.Creep increase factor for dead load is 2.00. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [1] W2X4 0.25 R 1.50 1.5X4 III + i 9(— 2X4(8)[1]07 iU6-0-5 i IIIMIIIMMIN rig 18-1-10 1.5X4 III 3X5(R)III 1"12 3-6-7 3"8 .3-11-11 3-9-15 -1-11 Over 2 Supported R=177 RL=67 R=177 U=79 Design Crit:IRC2012TTPI-2007(STD) PLT TYP. Wave rOreggB (503�i57-31 is �wAFwlnGr nFaoumFa ownu/RT=2=ES ON Tws/a(00%)/4(0) 15.01.. sFFs, TY:1 OR/-/1/-/-/R/- Scale=.375"/Ft. T825NMh Avc,Cometius 0R 97113 `t ^M" +TM® +�*o� �aaMWWS re»m.u�R� OGINt % TC LL 25.0 PSF REF R7175-95064 Trn.eee.9.rra e.aam no..... I...PWrw,rnetaping and bracing.Rater to and follow 19575 IC DL 10.0 PSF n Br a��na omPrne n safety information,by TPI and Verged/or safetypracticesprior. p� DATE 04/03/17 too p 1m"rg7,a�a,ona.rn rrere anerr p da.—,...y,—..,g par 6CSt. nr... o ,d, e Proaary ream..aaacb,n,r bottom a.ard anerr nese a properly attee,ee' r BC DL 7.0 PSF �id�rnnease. or1mne anoy..forpa ganen.rateraimao-arn<arweb.abanaaveaacrngrnareued par ec DRW CAUSR717517093083 AL�0NI omtoe� �naeppo�: aepry'forfere.loaan,foea0,2tor..enearten�.n on. aanda .� o R mdawrnw,ttoA_zforafondadp�epe.rub a. BC LL A-n.,a e,,;ar r,yy Bauder r:ampanente Gmop --.nat be.:.pari.„ra for..,.y,v,reden.rom— " EG 0.0 PSF CA-ENG CWC/CWC d dna.any rarwre g bwd me watt rn w,.rprman wtm ANsrrrPr t.:.lar nanerh,g,anrpprng. OREGON AN R'A+CDMWWY Installation,%brecing o<naaaee. .i TOT.LD. 42.0 PSF SEQN- 339639 AacS on Al.AeWno or Mew alga Wgrrp Al.dtaeb,,indicates amoptane of orofooro.ral onolnoorrtro 9 On,20,1`l' ...or...".aay.. . ..g ,„„„ ,bba ya .a,„,aawn®fa any.,savour. �QO N(� DUR.FAC. 1.15 FROM BB WI Reran Cask ..1•03rb of the BuodMo Doaronor po,.... ...,Beu2. LDW Sacremmto,CA 95823 ALPrNE7=71:41=7:77=2;"yy"ria=== w:'.': are.... SPACING 24.0'. JREF-1VZO7175Z04 ......,-....,.0,,,, I (0417004—JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-A8) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2((g) 120 mph wind,21.92 ft mean h ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Stdd/3Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. End verticals not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 3X59Ifil 4-6-5 3-0-9 1 VI L-. 4_18-1-10 3X5(R)III 1.5 4 I 1^12 1 8-3 1`12 1 1-9-15 1-11-Over 2 Supports R=88 W=5.5" R=881_1=59 RL=31 Design Crit:IRC2012/TPI-2007(STD) PLT TYP.Wave FT/RT=2%(0%)/4{0} 15.01.ei,,,.1 •NFR eTY:1 OR/-/1/-/-/R/- Scale=.5"/Ft. Tee ComppooEotooforego° (503)357-.118 *WARNING,"READ,W°Fo1oM,u.NOTEsp8maDRAWING gzs xalh Avq comet us oR 97113 _"IMPORTANT^ *NmaAVANST°nu CONTRACTORS wauMOIMIN<rouENs �C�tNF�.� ./ TC LL 25.0 PSF REF R7175-95065 nen' er ecsl cewlmn's co,R�".°"i s.',iis;e'," 'o e' P'i'eaa wrcn>roa.a,an c�al"�':o'.=: 19676 7. e prcl sha,P•••"^tee^•attached st•b•II Pmt temporary bracing EGG,llwa o•;ner d eMe yr TC DL 10.0 PSF DATE 04/03/17 P.e.ad,.eWs/ali area•aiaR."datprwi n'"",III"'.-ale.'n"„,,,r.ti.m�.n'n: .I=';:w"'°••"°""•®"a""°==°"a= .." BC DL 7.0 PSF DRW CAUSR7175 17093084 Af1�L '�N(EJoint °e unites.a e mooRefer`ro ra r.°.0oGara o� an•ep n.�••nd. ,r. - A O .. m drawings soA-z m..,andard plate positions,. „tr/20 7' BC LL Al.drawino.anrtailurobbundNwwasMmnfor ancewithc.ANSITPb,.orforhandlln9."ahi°rina.°""`m'"I' OREGON 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY incmllauan s brawn.or trusses. rAeeP•N•e'n"mlMo,',:e,M,,g0fO�'a..mno:b wl.a,.wln°,inalo.a..aa.Pl.n..er P,ao,.l.,,.l.nylwn". •9 N2 Zo,lege J TOT.LO. 42.0 PSF SEON- 339637 8351 Rtrma C'ude re•P�.�tlb at Me Romano •.itslay•118.Nna we or MN.esus,.a.rly.e,.aa.re r MN C',�.��'' ^"°"A"s'W1Ha6 '40�p w �1� DUR.FAC. 1.15 FROM BB .�........vuy CA 95878 For more information sea Moe'ba general note. SPACING 24.0" JREF-1VZ07175204ALPINE:.n.ewlneiteccor,Pl:., ,an•I, , =A .stocustry.ond Gwv. .; .,,. Ra .Nn n„ THIS DING PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-A15) Top chord 2x4 HF#2 120 mph wind,22.27 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and 0240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III i 9I- 1.5X40 8..., 7-5-3 3X5 0-10-2 1� ni = 3X5(R)III 18 1-10 3X7(E5)III 4-6-2 3-11-13 3^8 k 8-9-7 Over 2 Supports :{ R=391 W=5.5" R=391 U=77 RL=147/-36 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) v.O PROFS FT/RT=2/0(0/)/4(0) 15.01.8 a *r •:1 O R/-/1/-/-/R/- Scale=.375"/Ft. p "WARNINGP.READ AND FOLLOW ALL NOTES DNTHIS ORAWINGI • T 87SN4thAee Cofm IiusDOR971)137 118 „IMPOR ANr• cumaSHMSSPA INOTOSILcmnwAcroaslx°w°mGTHEmsuuiens 119575�� TC LL 25.0 PSF REF R7175-95066 Neese on of afe+e..nisesod TC DL 10.0 PSF DATE 04/03/17 the latest edition a eOSmes"'° Component Safety ° ":gid i(a°aa,.ry practises odor % — to mrd h:.�o."v..ac;ed shall temporary bottom c b' ';,a�nb.saso„votherwise, d° `a"I"; Locations sho n fat permanent Nterat r^•'slnt o amu^°prosody SCS (Alit, BC DL 7.0 PSF DRW CAUSR7175 17093079 A LJ N d d :r ;Twa nd��e :..r:_lates°P; r, `_a Mrd a s end"nched — nw sections .m11.„nlenen. etherwee .rle .aw�.,gn, ,. pra.dn o,;.m N,g OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN!TW COMPANY drawInstal,.&failure to build a buns In conformance with ANsI?FH 1.or for hanmina.shipping V, a �”.tea. '9 .n,9D,49v- / TOT.LD. 42.0 PSF SEAN- 339655 ......8.-,8.,dr.vdfp Or Oorro P.O.listing thb d,.wIno,Intl..*ompl.noo of profos.blW snolnoering Rod Q W W.H� wn.Wllb Mira for Ye<lesion sn.wn.TMw1uWIb.r.otos of HHe draw..for lo Hie C` aul&W�c;RIr orapen•g+llryerlH.BondinoeealgndrparANSOTPl1Soo.. DUR.FAC. 1.15 FROM BB Senmvwo,CA9582A :nasB1AilpIngt.e,p, G_www. ndu :�m;CC:s _I fe.a,g SPACING 24.0" JREF-1VZ07175Z04 A�rwE.www..pr,.m,,.rAn`.:Tp1:www. Renew.&SO2l1T (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-A14) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SOBM(RED BY TRUSS MFR. Top chord 2x4 DF-L#2 g 120 mph wind,21.52 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g) anywhere in roof,RISK CAT Ii,EXP B, ind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud( ) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Connectors Ingreen lumberWind loads and reactions based on MWFRS with additional C&C member factors. (g)designed using NDS/TPI reduction design. Calculated horizontal deflection is 0.10"due to live load and 0.16" Right end vertical not exposed to wind pressure. due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 9I 5-11-3 Z 3X5�i 0-10-2 I _ .IMMEMMINNIIMNIMIllmimmit *_18-1-10 1.5X4 III 3X7(E5)Ill f` 6-5-15 3^8 6-7-11 2 k 6-9-7 Overt Supports R=302 W=5.5" R=302 U=57 RL=110/-28 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) 0.0 PROpFs FT/RT=2%(0%)/4(0) 15.01.8 3 y.',:1 OR/-/1/-/-/R/- Scale=.375"/Ft. TCVSSComppo&eOLsofOrpg0D ($03)3$7-?1)$ "WARNINGI"READAND POMONA/NOTESONTHIS DRAWNDI g254th Ave,CDmeli¢s OR 97)i3 "SAM- FURNMPTMIS CeteWeglITOPLLCONTRACTORS Pra,DNDTxe INSTALLERS. & 19576 6: Z TC LL 25.0 PSF REF R7175-95067 Trro,= .maw anmm amPprng.Installing and Oilman°.Rarer.m and meow _ s e!Ia`omp°eat eabty Information,by TPS and WTcA,Tor serahr Proatlas,Poor • % TC DL 10.0 PSF DATE 04/03/17 teP a onn Q diem nmcdane,hretalrora snail proNtla tampwaN boating Par 6651.llnlsstnela d erase. / efwro eball nwa vmpedv aaacn®e awewral aneatlxng and bonom d.e.d anal!naw a O.oPeMwanaM.d `o'll for bpermanent!slaml restraint of webs shalt nava brad,' per SCSI /- BC DL 7.0 PSF DRW CAUSR717517093050 1t ��NC a-rigido,a .a'e'°es Pall .SOPR;etaameach ram g,waaend p�donaa o nabawandon ,.,,./20 / — a d _^oTMIBuildingcomponenm ro�anwshellnot sea sao'aa for any herr] /I OREGON BC LL 0.0 PSF CA-ENG CWC/CWC draAN MIN COMPANY awing.vn&b failure to bund Me brass M conformance vol.,ANSITSI 1.or handling.shipping. V a Si ger waaaa. ,,`RR.20,199% ,P TOT.LD. 42.0 PSF SEQN- 339653 twPn wI.d,... Pig.""M.0.me' °'Inaww.«.wna.ereron.•wrw n.N, pbn.wmy orth y" tna aaelow,perrAN Ily.,,d. e era.!.ar.waw Terser w.�,w'a.I:Era OLD w.N 8351 Roma Circle ^'•"onitlip"'"r"'a 6"I'm"°o..r° 8pn,saw. DUR.FAC. 1.15 FROM BB Segmana,G 951128 one swab• ALPINE: dpma,N..wr.Tvl: .a;n rgiWTon:.wslaci`,a„.b,com;ICC:..,„,,;,xaara.aag R.ta„r,&SB2Q„ SPACING 24.0” JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-A13) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) 120 mph wind,20.77 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. :Lt Slider 2x4 DF-L Std/Stud(g):BLOCK LENGTH= 1.500' Connectors ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member Conner (g)designed using NDS/TPI reduction design. factorsBottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III i 3 4-5-3 0-10-2 ildI18-1-10 ' 1.5X4 III 3X7(E5)III L. 4-5-15 sns 1 4-7-112 k 4-9-7 Over 2 Supports R=213 W=5.5" R=2131.1=40 RL=75 PLT PYP.Wave Design Crit:IRC2012/TPI-2007(STD) CEO PRO1, si FT/RT=2%(0%)/4(0) 15.01.1 3 h 3:1 OR/—/1/-/-/R/- ICompo eg60fOrir 59°7 5741" `NVARNINGN'READANDFg1gWNINOTESONTHISDRAwwm ✓'� . Scale=.5"/Ft. SZS N 41h Ave,Cornelius OR 97)13 "IMP°Rr'wT` wNw�TM�owwaNR*oALL RAer«aa w utowa,�INSTALLERS � 19575 13 - TC LL 25.0 PSF REF R7175-95068 ..,„,..edmitre...Atd In ne°«fery"nfom;atio.g.byTPP;°dwrcA)Al,saetypract and s TC DL 10.0 PSF DATE 04/03/17 aceiling. ��n na.a aa�na,. "a a e a dna mm,o a v b a ns east. aaa ew< .a. Uw.<eras have property attached structural...cr.a" bosons treed shell new a properly narmee /�. An ��^ ' ...... ."s 133. ;Locations as shown tie.";;a p;a %e each face of truss a'position as shown gin abn„e,don I'20 BC DL 7.0 PSF DRW CAUSR7i7517093081 L�O ' V e 'neLo eaa no per aa. rweb arms have Puce Ppawane. "�"a'aemfailures... TMtto att"dinimpan Group Inca.a.a.baraapona;biawhr..gg.iaapnnap„r,e Gty, OREGON BC LL 0.0 PSF CA-ENG CWC/CWC AN RW COMPANY Instanatiion&bracing of huseea.truss[n w rmanm with ANSITPI 1.prior handling.aM1ipPine. _Oaan uger.sA,gPrtw«rw.Irw,gmrat.wu,p Indw.tna.s.nyne.mw�...yn.I.,,nitu.n g "VjQ °q•20,JO* dP TOT.LD. 42.0 PSF SEAN- 339651 835IR i,aOIe reaper of lee Seeding demean*wren.per.'rN/M.i eley Bea. war ws Dewing few dory*odor. Q ,N o..w"`"'ANSI/TM Ll0 W DUR.FAC. 1.15 FROM BB 3azratmm,CA 95818 roinre.manan am-a pbe ALPINE.werw.eianaitw.corn;TO weer tions %:ine.::"orrev.aeoeduatryw IcCisway ltcsabserg Renews 0/3012017 SPACING 24.0" JREF-1VZO7175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-BGA) MIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) Special loads Bot chord 2x6 HF#2 p Webs 2x4 DF-L Std/Stud(g) ----(Lumber D .=1.15/Plate Dur.Fac.=1.15) 75 plf TC-From 75 plf at 0.00 to 75 plf at 7.77 Connectors ingreen lumber BC-From 7 plf at 0.00 to 7 plf at 7.77 (g)designed using NDS/TPI reduction BC-337.09 lb Conc.Load at 2.06,4.06,6.06 factors. Wind loads and reactions based on MWFRS. 120 mph wind,21.71 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bottom chord checked for 10.00 psf non-concurrent bottom chord live DL=4.2 psf. load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [5] W3X5 S 3.00 1.5X4 III I 9 r- 3X5 I 6-5-13 0-7414 _ j + J. 4_18-1-10 / 3X5[5]Ill 4X5= 3X5(8 1) I. 3-10-10 �t� 3-7-14 2"12 I3-10-10 1 L 3-10-10 r 7-9-4 Over 2 Supports R=804 U=42 W=5.5" R=845 U=41 Design Crit:IRC2012/TPI-2007(STD) ,sOPROF-F PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.# '# r `r _ :1 OR/-/1/-/-/R/- Scale=.375"/Ft. TmssComppoonenuofOreBg❑ (503)357-.118 ewvARNINew RFADNIDFIX1nWALLNOTEsgNTXB❑RAWPlsI N Clc .L IC LL 25.0 PSF 825fsizre,ComefigsOR97113 "t.T^r+r" R"❑"�s"T"m❑�x^N�+T❑a+ 1.1NOTncro❑❑Mtw❑wonllr�acwE❑a C� REF 87175-95069 the latest hanmina.amppmg.La,mning ane a.doing.serer w am ronow - 19575 y moo SCSI OnInComponent ha ts,be„ene,TP T=A fOr practices prior 7~ %, TC DL 10.0 PSF DATE 04/03/1 a.s .stprovty ide temporary arBCUnless . 11114,. top chord e4.;:7'17:. pel; :ea. .riar she., am ch shall .aPro°Property I g e °=mra�br °�ro�a" ewe ' ' /20 BC DL 7.0 PSF DRW CAUSR7175170930 61 — Af—A N A adv1� "n'TMsua"s c.n R;a 'aee^ ^a'1 �desaTlbdtZand'e=onfromthis OREGON BC LL 0.0 PSF CA-ENG CWCICWCdraw " ;na„�bIn conformance tad.ANSIrnI 1,or for"andling,shipping, JAN fIW COMPANYInstallation g!animal,/of m+eae *awlonariad,tMngorawarppagWngthby,.wing.Indlasba0pgpla"pgrg,ph0Nc"alMpg,Nd,g 4 //�°1�n,yp,t9� p TOT.LD. 42.0 PSF SEAN- 339610 narasenalallb*tyro.-a,a daaIgn ahawn.The awraaigy and gam at Ir.drawing Mr Ong MWawra I.d,a Ry &351 Romp Circle tspanallgay at Ma Building Caatgnar Par ANSIMPI 19sa.g. C� DUR.FAC. 1.15 Sav®rnld,G 95818 a 3ona pane.al..o,aa pass ane ureas wen ages: C0 W FROM BB ALPINE'whnbelpinetthroorrb TPI:w w.tpInsto.g,WTCA:www.aadnduslM.wm:ICC:www;o,araorb Renews WO/mn SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9--VERIFY,OR-B) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUSMrrrEo BY TRUSS MFR. Top chord 2x4 HF#2 120 mph wind,21.14 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) Webs 2x4 DF-L Std/Stud(g) anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC it Wedge 2x4 DF-L Std/Stud(g): DL 4.2 psf. ingreen lumber Wind loads and reactions based on MWFRS with additional C&C member Connectorse . (g)designed using NOS/TPI reduction design. factoBottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [8] W3X5 S 1.75 1.5X4 III i 1.5X4 .� 6-5-13 9f D-7-14 trill .,' +18-1-10 r 3X5[8] 3X5(82)(R) III 1,1-6-0 aJ L- 3-10-10 1_ 3-7-14 2( I -<-----7-9-4 Over 2 Supports R=474 W=5.5" R=338 U=59 RL=151/-60 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) ,so PROP FT/RT=2%(0%)/4(0) 15.01.E 4 r FS :3 OR/41/-/-/R/- Scale=.375"/Ft. Trues Components ofOrgon (503)357-2118 ..WARNINor'RFA°AND FOLLMALL MOTES ON THIS ORAWOM4 f 825 N4ffi Ave,Cornelius OR 97113 "Irm+oRiANT" FWa+QMTMREAD Nnn°TOA AU.No er°Rs,MeUu°ep TME,ME'rALLE,iB ('J �f. TC LL Tr°eec..�uv.a....,.,.re,e u.yu"mun°.n®"m,na.•"�pq"®.r.wramn°a,w xa°ma.aer..m a.e mnew N 19575 'Q 9 25.0 PSF REF R7175-95070 _ "+• et wadn br®cst cewa�"�ca.,r,°,,.,,,s.r.rr,"r«,.,."°,,.a�m�..a wTCAI r°..®r.ry>�°u°°..n°, TC DL i� tP▪ o""�4:,h:.b.a ..� : :" Pd.�p..rydPerµ"rD"e"." °h«�... �, 10.0 PSF DATE 04/03/17 _ permanent lateral res...r °.w,.,,nava bracing ,,. per aos, ��i BC DL 7.0 PSF A U 1]N ' ,..dNe�. positiona " 7�drigid calling.Locations shown de e ,e.PtR plates.d br..."a Fade.ndard . ebo.e""° DRW CAUSR7T75 17093086 drawing._ `rrr„"°""°'"°`°mpone"t.G'°.""e-'^."not e."=r"n.m•for any derv,."=„from u,,. �, OREGON BC LL 0.0 PSF CA-ENG CWC/CWC try failure to bund the We.In conformance wt.ANSI TPI 1.°r Sot Penciling.."IPPIMO J AN IIW COMPANY n.t.oad.n A brA.No NI buase.. 'VA &151 RovmaC ie tdpen.r aZI 'ri tder ge:g T„eet i,t .ng=nrCSan I+... a "-`...2o,40-IN.IA` TOT.LD. 42.0 PSF SEAN- 339606 Mantling D.Ypnx per ANBt?P�1 Bec2 of U,,.0 'fO c•V DUR.FA sw�°,cnnx2s L�� C. 1.15 FROM BB AMINE"""-slp.el..`.:Toll wwwscinsLorgt WTC, ..c+ndutry:m:.coussicca.r....° Renews NAmso,7 SPACING 24.0" JREF-1VZ07175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-66) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) Bot chord 2x6 HF#2 Special loads Webs 2x4 DF-L Std/Stud(g) TC--(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) TC-From 75 plf at 0.00 to 75 plf at 7.77 Connectors in green lumber(g)designed using NDS/TPI reduction BC-From 7 plf at 0.00 to 7 plf at 7.77 factors. BC-624.06 lb Conc.Load at 1.77,3.77,5.77 Wind loads and reactions based on MWFRS. 120 mph wind,21.71 ft mean hgt,ASCE 7-10,CLOSED bldg,Located anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Bottom chord checked for 10.00 psf non-concurrent bottom chord live OL=4.2 psf. load applied per IRC-12 section 301.5. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load.Creep increase JT PLATE LATERAL CHORD factor for dead load is 2.00. No SIZE SHIFT BITE [5] W4X5 • S 3.75 1.5X4 III [6] W3X5 3.25 L 1.25 i 9 F- 3X5[6] 40 6-5-13 ___k_ Al 0-7-14 T 1 +18-1-10 i 4X5(61)- 4X5[5]Ili 4X5= i` 3-10-10 3-10-10 ` 3-7-14 3-10-10 2'1 l i< 7-9-4 Over 2 Supports R=1288 U=60 W=5.5' R=1222 U=58 Design Crit:IRC2012/TPI-2007(STD) a PR. F ' PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.4 a,.• R Ss TY:1 OR/-/1/-/-/RI- Scale=.375"/Ft. _ Truss CompBonents of Oregon (503)357-1118 "WARNIr•1GP'REM/AND Fg1OWAU.NOfrSON THIS URAING ,O 825N4lh Ave,Comet=OR 97113 `IMPazrANT" I`u +TM�DRAWINOTou.L ISRRACTO SINCLUOwoTxe INSTALLERS G�5 NAG1NFF� TC LL 25.0 PSF REF R7175-95071 T"'°°°e edition a sm.ears m na,daelr.a.hanmma.nhIPPlwretion.,melanTPIins Md b.awa.Ranr ro a,w ronow 1967b to lePminaal..(Mamsovidetafety ,,om,.arybra bracing WTT,.,n.nan,t dothen,P„P, , 9 TC DL 10.0 PSF DATE' 04/03/17 to performing thew nrncllona.Ineralbn anal)provide temporary braWa Par BCef.U r to chow/aha.have Properly attached a,.umN d.NNlna and bottom there shall have' MOP a,eel /l' r%lla.3.Locallonsshownforpermanentlateral restrainto„weer(shall have bracingInstalled per SCEs BC DL 7.0 PSF DRW CAUSR717517093107 A L AI N E thea intD;ta Asn dII eePRefetes rtodrawin s10.-P.aand position tepopenaaa aandPn ��► nan,BaA=ra,nndedPlaaPoal°an.. r-04/20 7' BC LL aPMnE,1>nyrel„�mw.F,'a"°to`a`a.:`.7P =17i.'41."1;RP��e',Pri,r'd'non`°`:„ip ,',"a°,°n,to'n,na G OREGON 0.0 PSF -CA-ENG CWC/CWC AN ITW COMPANY ,natal an s braolna a b,,.aae. "4 TOT.LD. 42.0 PSF A on PIN d,sw,g syn Page ft..1,14 dew..bldloNs awl,PMnw Of WcnWenel enOMenlnG 'V an.20.19P (GQSEAN- 339608draw..reeponallwb solely for the damage Mown.The wRad°y and see of We drawingWe slsl&a.�clmm ,aPonafmnrorOleMalan,o.r,,,erperANel,Pl„ ,. nr'b"°°"a""" OLD W.t" DUR.FAC. 1.15 F- ROM BB Sacramento,C195828 a. A,.PINe. alwritersola;Tplwaww.tpinsSoro.,�,TCA.an„.of,vneu:,:aon`:tC�:a„;:«ae..aa RenewseaasolT SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-N) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L#2(g) Bot chord 2x4 DF-L#2fg) Negative reaction(s)of-235#MAX.(See below)from a non-wind load Webs 2x4 DF-L Std/Stud(g) case requires uplift connection. Connectors ingreen lumber designedusing 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located (g) NDS/TPI reduction factors. anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC DL=4.2 psf. Left cantilever is exposed to wind Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live load design. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III 3 r— 3X5 3X5 � 1 1-11-14 1-0-0 � 9-0-0 1.5X4 III 3X5(R)III 3X5= I<--1-6-0 JL 2-0-0 J 1'12 1.112 1LI2 2-10 'I` 1-8-12 'I R=-235Rw--43U==101 H 3-11-8 Over 2 Supports-H R=635 U=68 W=5.5" RL=24 PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) - p PRO S FT/RT=2%(0%)/4(0) 15.01.r ., RFS OR/-/1/-/-/R/- Scale TNSs Compo enctororegon (503),357-'11s "WARNINGI"READ AND FOLLOW ALL NOTES°NTi118°RAYlINW .INS =5"/Ft. 825 N4th Avq C°melius OR 97113 "II�WRMNL"' n+muax*wsu+nwxm»ow.c°,nnncroeswymrtw n,Eu�srayExs N. .1G 0 °;0eses require ,roma care fabricating.handling.stepping.Ina.ding and bracing.Refer to and follow C7 1ss7s Q .1- TC LL 25.0 PSF REF R7175-95073 m scs no.s.Ing Component shell sarery ro,armnron,ra i g per cat. ror safety practices prior 10.0 PSF DATE topa�`d.a�.°amgp aria. a.M1aii provide.mpaa ba vg.a"sos.Unless r TC DL 04/04/17 M saaa.atl swcwrai sn."u,ing ars]bottom chin tn.h....a orocar,v aaachae "a�ca anti.Locations shown a pa ma.t ro ate=asabg abracingo t AL POND a Joint Details. ils.um o awed otherwise.bplates ravAdda ISod,°"ss' daaa n :m«mea" " /� BC DL 7.0 PSF DRW CAUSR717537054030 ,ria lcin SG,87 "„taa�ntlaable,Apply atoeach a,aoA_�,ratdntlartlplate sshow bis o. ,.no ll not drawing.as any of MN to build M"ria iponents roup Inu,aµSnop�L aPonSibl Yea any ns°" OREGON BC LL 0.0 PSF CA-ENG BFR/GWH ANlT N COMPANY Installation bracing of trussaa. from ^ �aapa„'O"'Na� R o �v TOT.LD. 42.0 PSF SEAN- 100126 tibad.yrer,M1 ns Mb 8351%Nana Circle ,.aPomlbiXy ofMa Budding udaabwbner per MISYI'avrvtl Ii�6w; a"a " aro .ngx,aanng 9 @°.20,199 Sa1331B raO Io8 10..2. .,.aba�,aa: QCD w.N DUR.FAC. 1.15 FROM BB ALpinie a.:Z..ab" p" ""."..r,.;74===,::4'.="`="µ`...'.....'a.". Rano,,,ana2WW7 SPACING 24.0" JREF-IVZO7175Z04 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-N 1 GE) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L 2400f 2.0E The maximum horizontal reaction is 813# Bot chord 2x4 DF-L#2(g) Webs 2x4 DF-L Std/Stud(g):M1 2x3 HF#2: 0 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Connectors in green lumber(g)designed using NDS/TPI reduction anywhere in. roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC factors. WiDL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF desloads and reactions based on MWFRS with additional C8 C member cladding on one face,and 24.0"span on opposite face.Top chord may design. be notched 1.5"deep X 3.5"AT 48"o/c along top edge.DO NOT OVERCUT. See DWGS A12015ENc101014,GBLLETIN1014,&GABRST101014 for gable wind No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets U360 live and U240 total load.Cree factor for dead load is 2.00. P increase load applied per IRC-12 section 301.5. Note:The Building Designer shall design the supports(wall and/or beams)and building system to resist horizonal reactions("Rh")where specified. R=0 Rh=813 RL=374/-339 2X4 III 1.5X4 III 1 3 3` i X5-- ;�I +10-8-4 l II rISIO 1-11-14 1-0-0 Ili ; 1.5X4 tll 1.5X4 III 3X5(R)III L1-6-0 >Lc 3-8-8 1"12 1"12 {{ 3-8-0 1" z 3-9-12 '1 [3-11-8 Over 2 Supports R=518 U=217 Rh=-813 RL=415/-375 Design Crit:IRC2012/TPI-2007 STD PLT TYP.Wave FT/RT=2%0%/4 0 ) @0 PROFFS'TY:1 OR/-/1/-/-/R/- Tn 5CisP4 o eforOrr (503)357-"" "WARNINGI"REpopNDFOLLOW xtNOTES ONT1ISDRA ( ) 15'01.✓f Scale=.5"/Ft. 825 N4th Ave,Cornelius OR 97113 '"1MpaRrANr Fup+uaNrNls DRAW.row. ,0,biN F Z 25.0 PSF CglmAcraRs gMLLOgKirNE INbT.WEgg F O TC LL REF R7175-95075 _ `earn"®i ecsmi�te®a nuc com'p"""=ne n''42.°n r'Ppn9,in,rarna c-vg?.rzer.,ro ane bnow 19576 eLM1aenn .eIe.analproId mp =nIsaTP erwroALn°le.:rodon:, ice. 9 10.0 PSF DATE ry Is acing per a=s. < TC DL 04/03/17 ew ProPe.y eneen.s vnvcwni enaernin�v"tl bottom .ore vnas nave v Pmpe.y vnaenetl ,41— ,—��N e e� .apHostas.nnwR Plates m each facnee iss an n.==enema Installed nabove PeandBOSI an O ' / BC DL i O Joint Details.,,mess noted= se erer m tlrswmye 160A-2 m°sr�,tl,a position arts�e ��°Vv ena=n +� 0 PSF DRW CAUSR7175 17093099 e aro.ewn=r i,.,,,smeina� ==P in=,n o' i•/2017 BOLL ANRW COMPANY Id �al'rns"6brs to build the Puss In conformance wan ANSIrrP"i1or asr nada";ry�pp„',ea°=n rromrne �. OREGON 0.0 PSF CA-ENG CWC/CWC ting or bvssee. AseelonPas ar'""ngormbarg"g'I'.g^gWe�m.w o(nare,n S.55,59 �Q TOT.LD. 42.0 PSF SEAN- 339fi70 Penmrlrororner'ro.N..g.rgn µ i'":e,,.• ^a.drawing:aro m,,.wS.s RD 9m Sum,5l RevmxChrle -penelagry e„e,N,g a,I,,,er e>o g,,,f,,, L D W.N DUR.FAC. 1.15 FROM BB guq CA 95A2A ,n=.oration rn ALPINE. eiw"srw..Am:,7,:w";ro7Z.ZrzrcA ,:aaaude'a ro""m:cc: or. Rme saamzmT SPACING 24.0" JREF-1VZ07175Z04 (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-L) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMfnEp BY TRUSS MFR. Top chord 2x4 DF-L#2(g) 120 mph wind,15.00 ft mean h ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2(g) anywhere in roof,RISK CAT II EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber(g)designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional CRC member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and U240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load Is 2.00. 1.5X4 III 1 6 1-101-15 II �� 10-0-0 y Irell 1.5X4 III 011 ril 11112X'(A )- II Le---1-6-0-3-1 f2-10-12— p-1-8 Over 2 Supports,I R=289 W=5.5" RL=38 R=96 U=2 Design Crit:IRC2012/TPI-2007(STD) 0 PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 'A' - FS9.0 TY:7 OR/-/1/-/-/R/- Scale=.5"/Ft. Truss Components of Oregon (503)357-1118 "WARNINGr.REPO ANVFOLLCWALL NOTES ON IISSUPAtMNGI 825 N 4th Ave,Cornelius OR 97113 RTAM" � + YANOTOALLCgante:rarRs mCLUDIN„Ng nwrAl.r�s �`� ltGiNFF,Q �2 TC LL 25.0 PSF REF R7175-95076 rn..eee reemre a,memh atm,,hananng,amoamg.,m.ranmg a„d broom,.Rere.m.nd meow _ m car rem�irmn�c c%�,poM1e,arry mror,nebon,br rP�ana vvrcA�r«.awry granm..Pdo. 19575 9 .Pe,^nim ^^calm_;aµ�.r .mm,ere,y edn a BCE.Unless nerve otherwise. r TO DL 10.0 PSF DATE 04/03/17 top old c.n ha properly a penvm for attached lateralistructunti *thing end bottom coaro shall nave a progeny suede e , haebe sham have bracing installer:,par BC, r , A• BC DL 7.0 PSF A 1 OSI I E Jai Dena unite as ma se.Redews arson race fo end ardor as m.o.tn ribose and o DRW CAUSR717517093074 ui �f dna.e elv,.�en or saucing Convene,. Inc.snaleg,.«be respons�bre:or an"positions_ „.m„,i, 0• h•/20 7draBC LL 0.0 PSF CA-ENG CWC/CWC AN frhN COMMNY morel,..a,fanmre m bane the wet m conformance with ANSViM r.or for handnn,.ehlPe,ng. 0 OREGON an a bracing dpusses. �� 00$dam" tat°m'"ee.°rga0n'.rr,e*00000.drawing. .».0 000,wthiss ,.�w„g .ny"",,,,o� Y '''*. lie a �,� TOT.LD. 42.0 PSF SEAN- 339738 flR5l Rocmae"de �P°AW'd�"'R �e�"g Deargner per.wa4lp1,Sac.- °LD w.Ir DUR.FAC. 1.15 FROM BB Swarm:o,CA 95821i _ Per mora,nre,maton eae obis bb's senora,none nd rhaea wap ages: ALPINE:www...,..w.con,rc ,, www. ,nar.o,,;wr=,.wwwaluGnfluu..ea,n:0o..:„ww.,adare-«, Ren0502017 SPACING 24.0" JREF-1VZO7175Z04 v THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417004—JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-D) Top chord 2x4 DF-L#2 g 120 mph wind,18.95 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 DF-L#2 g) anywhere In roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 DF-L St /Stud(g) DL=4.2 psf. :Lt Wedge 2x4 DF-L Std/Stud(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber(g)designed using NDS/TPI reduction design. factors. Right end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 2.00. 1.5X4 III • 1----- 1 _L__ s 2-1-2 41 0-7-14 cif -T— 1111.11MIEl +18-1-10 1.5X4 III 3X5(B2)(e) III iw--1-6-0-- �1-8-4 2^12 1-11`0 Over 2 Supportsi 1 R=251 W=5.5" R=41 U=9 RL=52/-35 Design Crit:IRC2012/TPI-2007(STD) p PROF. PLT TYP.Wave FT/RT=2%0%/4 0 15.01.• •' F f ) ( ) S TY:9 OR/-/1/-/-/R/- Scale=.5"/Ft. Thus ComponentsofOregon (503)357-!118 •`WARNINGr•READ ANDFOLLOW ALL NoIES ON THIS ERAWINOI IN F S IC LL 25,0 PSF 825 N 4th Ave,Cornelius OR 97113 •IMPORTINT. FURNISH THIsORAWINNTOAIl 0.113.cronn NaLGWeTHE IN U ER& u,� G F Oy. REF R7175-95077 eextre iecaire i b Component se ng..niPOMS.m"mnma.n.e,ac,ng.aster to and nno.w 19676 Melat•et•d ::ryInformation,byTPIa INT=P)forsafetpraaln. r TCDL 10.0 PSF ;e edition lune...I bracing per e�I. rased„ DATE 04/03/17 I4� ng L.a.shall ocations rope attached trucurrel.eat Oendbotto chord shall haveapro�ynec,ad BC DL 7.0 PSF 'w«nI ere+o.shoas."'n for wpermanent lateral.earraLH of webs.hall haw,.bracing Ino per SCSI f.41.:/ DRW CAUSR7175 17093063 A l PEI I� ' e Join Detailis.unless noted otherwise."Repfeo"'a a awo ingface eotifor m "a as positions. and.n 7 i — I—I, ' v 9pin..a division or ITw Building oor.",onant.Group Inc.shall not m responsible for any deviation from tnla ORN BC LL 0.0 PSF CA-ENG CWC/CWC a wll. d.any m baud n.h,.--In conformance wm,awslrtrl f.or for Fondling,enlaNng. �j J AN RW COMPANYInNaI an bracing of truss. TOT.LD. 42.0 PSF SEQN- 339659 ANN on RI.drwAng or cover pope gN.w MI.drNMng.Indio*.ppep>rna.of OrtrMYeMI.ng/naming 9,Q aR.20,14� V�. r..pen.wNtr solely fa the design.hewn.The*baba end was of thle drawing a...a...Pro bi V 8351 Rama ado rNwh.g,nw``H"e"lm"°''''°"'r p"'A"°"""S�g. OLD W•N DUR-FAC. 1.15 FROM BB Smmmlo,CA 95628 F ore page theess web ALPINE:For TPI.e„n:w^s org• C,w�wwalscin.strvoa I==:ww.icesar.oig SPACING 24.0' JREF-.1VZO7 7 Renews uaazon 1 5204 (0417004--JT ROTH CONSTRUCTION-Corbin lot 9—VERIFY,OR-DG) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBM(TTEO BY TRUSS MFR. Top chord 2x4 DF-L#2((g Special loads Bot chord 2x4 DF-L#2(g ---(Lumber Dur.Fac.=1.15/Plate Dur.Fac.=1.15) Webs 2x4 DF-L Stdd/Stud(g) TC-From 0 plf at-2.12 to 73 plf at 0.00 :Lt Stub Wedge 2x4 DF-L Std/Stud(g): TC-From 2 plf at 0.00 to 2 plf at 2.65 Connectors in green lumber(g)designed usingNDSlTPI reduction BC-From 0 plf at-2.12 to 5 plf at 0.00 factors. g BC-From 2 plf at 0.00 to 2 plf at 2.65 Wind loads and reactions based on MWFRS with additional C8 C member 120 mph wind,18.90 ft mean hgt,ASCE 7-10,CLOSED bldg,Located desi n. anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC g DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load.Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 1 6.36 2-0-5 0-7-8 —�I ■ ■ +18-1-10 1.5X4 III 3X5(G1)III 2-5-0 2'12 'I 1 2-7-12 Over 2 Supports R=310 1.1=12 W=7.778" RL=49/-27 R=54 U=5 Design Grit:IRC2012/TPI-2007(STD) ,.p PROPS PLT TYP.Wave FT/RT=2%(0%)/4(0) 15.01.1 � ''a' :2 OR/-/1/-/-/R/- Scale=.5"/Ft. Truss Components of Oregon (503)3$7--118 "WARNINGI"READ AND FIX10WALL NOTES ON THIS DRAWINo,. TC LL 825 N 4th Ave,Comehus OR 97113 —IMPORrvAr•• FUWIiBFITMmnRAN,NBTOM1coNTMLTaRg wunolNa THsi Ate, REF R7175-95078 �aaea regal SCSI rem Amro In fabricating,handling,shipping, stailn and bracing.Refer to and fall 19675 Q y 25.0 PSF the latest f �gd�gComponent�s d e9p n°,'b"rplandW 0Pofor atipracticesp„er 1• TC DL 10.0 PSF DATE 04/03/17 have properly structs. sheathing end bottom I,o"leaa notal og a wade. Locatione or permanent lateral restraint of webs apro°`edp ao /� ' BC DL 7.0 PSF A�� (� eeeee66r,Am*ptetea te each face o`f`buss`end position s"ho"wnn above and a' DRW CAUSR7175 7093062 1 �NI� aam*,e �`a�o Rarer pa,ad�.z'�9anda,pa.poawo 0 7 BC LL 0.0 PSF CA-ENG CWC/CWC Alpb.a Iry Building Components�ro a responsible for any deviation from Oda OREGON AN ITW COMPANY tie a ng.n&onus m build ore buss In conformance with ANSvmb 1.o.b handing,ahipping, A sem en mw dM*Is rnnss 555 Wing*Os d wl comas•sppapl.,,p.awbt..tm� g '94:n,20,1990 GQ�• TOT,LD, 42.0 PSF SEAN- 339661 responefbillty sanely b thedaNgnsh AN Ib'and use of Waarawlne M any...need.l"55're,he �} 8351 Roma Circle 'sep°^a�Ib'orthe BUlMflrrg Cosign 91rtvl,Bea3. [` Satmowo,CA 9582A re informationjobbaesb CD W• DUR.FAC. 1.15 FROM BB ALPINE:wwwy.e7ineltw I.ws,.wna its WrCAa anewebbincl dy.ten too.wwa,l=aafeorg Renews 5952017 SPACING 24.0" JREF-1VZ07175Z04 1 • C_R Rein Forcing vernnEr Sursti tution T—Reinforcement This detail is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf. is specified on a truss de=ign but an olte.rnotive. web L-RRIIIr or cerIE-rch .� reinforcement method is desired. or L-Rei!:f. Apply to either side of web narrow face. Attach with <e.0",min) nails at o" ac. Reinforcing member is PlOtes a minimum 80% web member length.. This detail is only applicable for changing the specified CLR 40. 4:Z' • shown on single ply sealed designs to T-reinforcement or _ L-reinforecement or scab reinforcement. Alternative reinforcement specified in chart below may be conservative. Z C' MIMI For minimum alternative reinforcement, re-run Lesion with appropriate \� reinforcement type. �J A T-Reinf, L-Reinf. deb Member Specified CLR Alternative Reirforecement Size Restraint T- or L- Reinf. Scab Reinf. scab Reinforcement 2x3 or 2x4 1 row 2x4 1-2x4 Apply scabs) to wide face of web. 2,43 or 2x4 2 rows 2x6 2-2x4 No more than (i) scab per face. III 2 6 1 row attach with 108 (0.128"x3.0",min> nails 2x4 1-2>E. at 6" o.c. Reinforcino member is a • 2x6 2 rows 2x6 2-2x4(*) minimum 803 of web member length. , 2x8 1 row 2x6 I-2s8 2>•8 2 rows 2x6 2-2x60E) . Scab Reinf. 1 T-reinforcement, L-reinforcement, or scab reinforcement to be same • species and grade or better than web member unless specified cAine rwise on Engineer's sealed he sign. _.--- 'L (/J Center scab on wide face of web, Apply (1) scab to each face of web. MI tOD PR0A-. .*YARNING!..RENO AND FOLLOW ALL NATES ON THIS BRAVING! zINPERTANra.FURNISH THIS BRAVING To ALL CONTRACTORS INCLUDING THE INSTALLERS. C9 !� �`� til TO LL PSF REF CLP Si.!Yast. trusses�fiwre e care fabricating,handling.shipping,installing99575 oro.t est ed f acs*in components ear Information, y and bracing.SBC,for Safety 9r r TC DL PSF DATE 10/01/14 ,, , pructloes prior to performing these t! . Instal rs shah or^bracng bot BCSIY � �`Unless notaci colied d°rd egsbs ,no°SLBM° aseP"attached Aopyrp ge<ro each Fa e 0� Er DL REF DRWG BRCLESUB1014 '� tt Detailso ales=no..d orne.se ••0461�20.y17�I ASF �1 J J��ldrawings.E z plate. p P amen Od�B4r17" BC LL FN[TW COMPANY sl d tT P' 9 6 p I not he respar=ble Fa d 0 installation bracing s tl t c ..mane.rn m+st,ral T or ter bane„sseg,- ?. '9-,OLD an.20,99 �P TOT. LD. PSF al n ft drawing cover page this erasing,Indicates acceptan a of Q eng;eering retRop ulmy solely for thea d f a any s Is the responsibility of the aulou�g Designer p r an Sec,.professional CD W. 13389 Lakefront Drive f° gner�r PNSVTvc I°sea.e DUP. FAC, Earth City,MO 63045 f°F e information s era s pac these.ele sites. ALPINE,ae alpineit..corp TAI`:= a st.re esaca=.,=.slat eivs rorg;eICC.r.,rrofe, g Pawn 8,3012017 SPACING s Gable Stud Reinforcement Detail ASCE 7-101 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = COO Gr, 100 nor And Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt - 1.00 Orr 100 mph Wind Speed, 15 Mean Height, Enclosed, Exposure D, Kzt n 1.00 2x4Borne (IJ 1o4 'L' Bruce x (7: 6s4 'L' Brace >_ 10) 2x4 'L• Brace '''et II) 2x6 'L' Brace * 12)2x6'L"Brace Gable Vel'ticnl Noe,. Bracing Group Species and Grades: ;pacing Species Grade Braces Group A Group B Group A Group B Group A Group B Group A Group B Groep A ;roup B Group ap A; SPF #1 / #2 4' 10' 8' 2' 8' 6' S' B' Spruce-Pine-Fir Hen-ir -� J P f #3 _ 10' 1' 11' 6" 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' I41 /#2 IStnntlnrdl I x2 I Stud U < 7 /' 9' 5' ll' t1' S° 11' 10" 14' 0' 14' 0' 14' 0' 14' p• #3 'Standard #3 Standard) Stud 4' T 8• 8' 2" 9' T 9' 11' I1' 5" E. 10' I 14' 0' 14. 0° 14' 0' 14' 0• CD Q HF Standard 4' 7' 6' 7' 7' 0' 8' 10' 9' 5' 11' 5" 11' 10" 13' 10' 14' 0' 14' 0' 14' 0' Dou•las Fir-Larch Southern Pine... #1 5' 0' 8' 4' 8' 7' 9 10' 10' 2" 11' 8' 12' 1' 14' 0' 14' 0" 14' 0' 14 0' MEMEMEM a3 I -J SP #2 4' 10° 8' 2' 8' 6' 9' 8' 10' 1' Il' 6' 12' 0' 14' 0' 14'0' 14' 0' 14' 0' ® Stud �t #3 4' 9' ' 0' 7 5' 9' 3• 9' 11' 11' S' It 11° stStandardStandard ö u D rP'L Stud / 14' 0• 14' 0" 14' 0' 14 0' 9' II' 11' 5' II' 11' 14' 0' i 14' 0' 14' 0' 14' 0' U .. Standard 4' 7' 6' c, 6' 7' 8' 2' 8' 9' 11'1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B' _ SPP 81 / 02 5' 6' 9' S 9'9' Il' I' II' 6' 13' 2' 13' 9' 14'0° 14' 0° 14' 0' 14' 0° Her.Fir }J 03 5' 3' 9' 3' 9' 9' 10' 11" II' 4' 13' 0' 13' 7' I 14' 0' 14' 0' 14' 0' 14 0' ki& str—_I a U HF Sti rd 5' 3' 9' 3 9' 7' 10' il' II' 4' 13' 0' 13' 7' 14' 0" 14' 0' 14' 0' 14' 0' x1 U O Standard 5' 3' 6' 1' 8' 7° 10' 10' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 00,55= #i 5' 9' 9' 6' 9' 10' II' II' 8' 13' 4' Fir-Larch outhern Pinerry SPJ 3' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' pf #c 5' 6' 9' 9' 9' 11' V 11' 6' 13' 2' 13' 9' 14' 0' 14' 0° 14' 0" 14' 0' IMMESIMMIN 02 #3 5' S" 6'6• 9' i' 11' 0' 11' 5• 13' 1' 13' 8° 14' 0° 14' 0" 14' 0° 14' 0' Cu ,— D L L Stud 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8' 1x4 Braces shall e S'B(Stress-Rated Board,. Standard 5' 3' 14' 0° 14' 0' 14' 0` 14' 0' 6' 8' 0' 10' 0' 10' 9' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14 l :t 5 industrial 5 CS - .SPP #1 / #2 6' 1' 10' 4' 10' 8' 12' 2" ,sluesrw h used he' r:a , o d Baartl�.ora„F B� 12' 6” 13' 2' 14' 0` 14' 0' 14'0' 14' 0" 14' 0' agues ray be used with hese grades. #3 5' 9' 10' 2' 10'7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' 14 0' n GLOad Truss Detail 54740. U L.I r Stud 5' 9' 10'42' 10' 7' 12' 0' !c"' 6' 14' 0' 14' 0` 14' 0' 14' 0' 14' 0' 14' 0' Sod Load deflection c s V24a- O I ISI Standard 5' 9' 9' 9' II' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14 0" cns Con 6' 4' 10' 6' 10' 10' 12' 4' n Proc i uplift connections for 3S Dead o X SP12' I.' 14' 0' 14' 0' 14' 0" 14' 0' 14' 0' 14' 0" ontinu0us bearing<5 psf IC Cead Laad). #2 6' I' 10' 4' d � 10' 8' l2' 0' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' #3 5' 11' 9' 10' Gowie end-of supports loon from ly e0 oherhapg (1J 10'6' 12' I 12' 7' 14'0' 14' 0' 14' 0' 14' 0' 14' 0' 1b 0° with 2'0'c.e-hung,on t2'plyxood o.erhnng. .,� D L L stud 5' 11" 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' 14' 0" Standard 5' 9' 8' 6' 9' 3' 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14'0' 14' 0' 14 0° Alout attach 'L'braces with ISO 40.128";.3.0'r. ,nails. ln, Gable Truss 't Il aX- ,or (1>'L'brace space nails at 2'o �, in 18.COnOasesand 4'O,c.between zones. Diagonal brace option ��\ ?'E,9'E'For(21'L'braces space nails at 3' ver"cal tong}h any be ///' T T \- ir,18'end zones and 6'oc.between zones. dui bled when dlag0011 L Q - ones. brace is used. Connect r - x i\'�.,` 'L'bracing oust Lie o nininun of 80%o, web 0000001 brace for 335Y. ,L, .L _ ', ' nenber length at each end. Mob rob / r Brare I ` Gable Vertical Plate Sizes ` COCcI length is I4'. -- Vertical L0' No Splice r2x4 DR-L p2 o . 9_ or Less than 4' D' better diagonal i- - 1 4203 6ertical length shown /i brace;single t T - Greater than-0'0',but 2X{ in table above / or double cut 18' ',K • ss then 11'6' s. �45' r © Q Greater than II'6" x ,�/ at shown)at L 1 e common upp r end. •nimmuni, +Ref r to n truss design for • E • peak,splice,and heel plates. ontinu0us Benrin / Connect diagonal t 9/ Refer to the Building Designer for conditions . not addressed b) this detail nidp0int of vertcal deb. I" `,..N. N Pefor tc chart Shove for my. \GeQIRFpz�.10�longtr, DO>wsWARNIMp. READ AND FOLLOW ALL NOTES ON THIS DRAW. REF A00 Trusses 07-10- GAB12015.wINPORTANTv FURNISH THIS DRAWING III ALL CQaTRACTORS INCLUDING THE INSTALLER$. practices prior to repot,a care fabricating,9anginp shipping,nstalb and Ref to folla BCS[(Building Component Safety Information,t' PId HCf :aE19576 y DATE 10i01i14g functions. Installers bracingP r /r"es p p q bottom chord DRbGA12015ENC101014.g ceiling, restraint of webs n„ snali have d properly attached bracing � g i t per BM tC83 IV Big as applicable. p o each fare f- -�' JLNRf; tdwgvzasb p nsemn nh se.�J 0'04/20 7 E9CtyMAON8D3I4eVCOMPA'Y twd ,:,tyi,IeTtouiyhvsnssic�oanportmtne°w,hAtN /TPPlafar°F ndmg,e:: g, n ",etailat n bracing otrusses. twwlore5$ Sceesppie �r°roe,hie°tif sIposIeolwriwt reo drawing tery0rnlisting this gwtB OwL 55a drpwtrgfO1 °Y structure 5 the a the Building Designer per SPt Iee2. F°:more °- information this Job's 9ernra� these"«ALewEw nlpiite.c TPI. 0aU14CI71 . i MAX. TOT. LI). 60 PSE9en201g� "ROLa, tk' • MAX. SPACING 24,0" lb E Le Detaf[ ((`''` /;� For Let—in ✓ert,ico s i Gable Truss Plate Sizes Ab uA_ �T J Refer to appropriate Alpine gable detail for minimum plate Sizes far vertical studs. g � ORefer to Engineered t design for peak, '71m.. splice, web.and heel plates. \ a �IF gable vertical plates overlap, use e at + sing!, plate that co/ers the total area he o ~Tapped plates to span theweb. ° G45re (+) ° �/ aI . Lenpthl Doonail. 2X4 �� 2F4 2X ��. '- I I 'T' Reinforcement Attachment Detail • IIII "T'Reinforcing 'T'Reinforcing aMember Memberdt li Tee-naY -Or- \� End-nail r p \ligi u,. � ik ilk On a To convert from "L" to 'T' reinforcing tubers, Provide connections for uplift specified on the engineered truss design. multiply 'T• 'ncren e by length (based on appropriate Alpines gable detail). Attach each "T' reinforcing member pith End Drinan Nails, Maximum allowable 'T" reinforced gable vertical 100 Common 10.1487. 34,min) Nails at 4'so. plus length is 14' from top to bottom chord. (4)nails in the top and bottom chords. 'T' reinforcing member No-terror must match s Rigid=heatning _nailed Nalls� reinforcing oP 10d Common (0.146'x3',min) Toenails at 4' o specie, and grade of the 'L' r rcing member. 4 Nails r (4> toenails in the topand bottom p!�� Web Length ord=. Increase w/ "T" Brace 'T" Relnf. 'T^ This detail to be used with the appropriate Alpine gable detail For ASCE Mbr. Size Increase ReMembnf ecing wind load. 2x4 30 /. Menb_r - ASLE 7-05 Gable Detail Drawings Example2x6 20 013015051014, 012015051014, 011015001014, 010015051014, M14015051014, ASCE 7-10 blind Speed= 120 mph Gable Nails A13030051014. 012030051014, 011030051014, ,010030051014,014030051014 Mean Rosh Height = 30 ft, Vet = 1.00 Truss Spaced At ASCE 7-10 Gable Detai! Drawings Gable Vertical = embe, e 13r A:15t SEFlCI L`1014, A72015ENC1 CI O/4, A14015ENC101014.A16015ENC101014, •T' Reinforcing Member Silze = 2,4 018015250101014, A20015ENC101014.A20015E-N0101014, 020015PED101014, 'T' Brace Increase !From Abet,e> = 300 =1.30 A11530ENC101014, 012030E50101011, ,,14030E00101014, A16030ENG101014, 11) 2,1 'L' Brace Length= 8' 018030ENC101014, A20030ENC101014,A20030END101014, a20030PED101014 Maximum 'T" Reinforced Gable Vertical Length See ma a 1.30 x 8'7' = 11' 2' npproprinte Alpine garde detail for m nreinforced gable ert!cal length. 1 4 flails i iih Ceiling �V ��,EO PROicFssi A. +VARNISH!+a READ AND FOLLOWAL ALL NOTES RGINS THIS DRAVING! �, REE LET—IO VEPT •airyPORTANTaa FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING tHE INSTALLERS. [/71 19575 -r rnusses handling, P .a,instollinq and bracing, R /_ requiret' � pro` editionow the latest s[SI gComponent Functions. 1 s1 1 provideapp 1 SRC,aror,brad,per BCSI. • � .�' DATE 10/01/14 _. _.., sotherwise, g P P e h" F / CII \ r� o e s a sl Pa th > b aU°P5$note.J otherwise e x'/20 DP,Wu GBLLETIN1�14 /{ _,f R=^ atrios,end le a z fi,on as wn p beta.,oP °h ' ,fy�OREGON AN ITWCOMPANY AP innitd any f'ul Building the truss n cononents formance 00 SI;TPt t be I,orblfor handling.dep o m ' + 4/17 90 J installation k br°c�ng aF t °r 'or na 9R0 'a ��Q MAY. TOT. LD. 60 PSF semi on this draeng or cover pager Usti,this Proving,indicates acceptance engineerinsg r ponub!Iity solely Vfor the Resign TM ability and of this professional 1D389 Lakefront Drive f v structure is the responsibility o HanGrg Designer per ANSI/FPI,Seca bruiting nn OUR. FAL ANY Reewa F43002017Earth pry,MO 63045 c °n s° job's eei page theIe MAY. SPACING 24.0"ALPINEnv aiP✓Mitwccn T. wa p Sit a g,SH[a.ddr00wyarglCSwy.:cae g r 220E 7-10. 120 mph, 30' Mean Height, Closed, Exposure C Common Residential Gable End Wind Bracing Requirements - Stiffeners 120 mph, 30f t. Mean Hqt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6' - no stud bracing required 100 mph, 30f-1-.. Mean Hgt, ASCE 7-10, Enclosed, E>p D, or 100 mph, 300t. Mean Hgt, ASCE 7-10, Part, Enclosed, Exp C, H Greater than 4'6" to 7'6" in length Kzt = 1.00, Wind TO DL=5,0 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG 412030ENC101014). Tope Continuous roof sheathing Bat: Continuous ceiling diaphragm H Greaten than 7'6' to 12'0' ma>l pro Ade a 2x6 stiffback at mid-height and brace See Engineer's sealed design referencing this detail to roof diaphragm every 4'0' (see detail below of- for lumber, plates, and other information not shown refer to DRWG 412030ENC101014). on this detail, * Optional Be L-reinforcement attached Nails: 10d box or gun '0.128"'3",min's nails. - to stiffback with 10d box or gun (0.128" x 3", min.) nails 8 6" o.c, I x1�� N• 1 I ' , /,I / 2X4 Blocking \\.4Ir Waited 45° sheathintog and — zn Max MI /, each truss w /H 2/4 OF-L #2 / I \� H'2 or better ■ Xei 1 diagonal brace, Attach each end for 560#, a \ A x IfLI 0 0 0Er10 0 0 01 /ontinuous Bearing/ —2x6 #2 Stiffback attached to each Stud we (4) l0d box or gun <0,103' X 3", mind nails, �faflPRO�FS6 swVARNING!ww READ AND FOLLOW ALL NOTES ON TMS DRAWN*, Ci ,4G1Nto i0 weIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 19576 • Y °EF GE WHALER fT es ;r extreme care t:pping.installing and bracing. Refer m and f DATE 10/01/14°°�'° iofes! fabricating, Sfr 1oTPlsacnfor safety !o t - 9F h p I tl h soe _ ell" DRWG GABRSTI OlG14chalk g l ceiling. we-los'installed per SCSI shalt have ions a3 137 or Ti a 0, 1./20O Rt position Details,unless"ntea of e y IIJabove a t p ORE.IGON AN ma COMPANY -f4PinEtaetipna4 bracing fnceNt3iby tl ne*xu_s n c f Inonce v IH AU;/�M{pns' of Honelingrusse .sH'�pnp!n I% 20',109b `� enpl sealon responsibility s drawing or coverely page lidUndesigtiN:draw'r ,Indicn. The ates acceptance ity and use of fH professional OLD w.N MA TOT. LD. 6G PSF 13389LakafwntDMe pring any s r responsibility of ➢ulNrg Designer per ANSI/TPI 1 Sec2. �a ESM City,MO 63945 ALpiNE�.w p eitw con iPI�www tpinsc z gore' wwv ec�r au y tH se Renew°6,30/2911 S➢u. _ n.➢emc"e=e g MA,. SPACING C P Piggyhock De+oil — A5CE 7-101 115 mph 3W Menn Height, Enclosed, Exposure C. Kzt=1,00 Up to 115 mph wind, 30.00 ft Mean Mgt, ASCE 7-10 Maximum truss spacing is 24' o.c, Enclosed Bldg., locatesd anywhere in roof, Detail is not applicable if cap supports additional Icods such as Exp C, wind DL=5.0 psf (min), Szt=1.0. cupola, steeple, chimney or drag strut loads. Note: Top Chords of trusses supporting piggyback cap trusses must be adequatel} braced by sheathing or purlins. The building Engineer of Record shall provide diagonal bracing or any other suitable anchorage to permanently restrain purlins, and lateral bracing for out of plane loads over gable end=_. on Refer to Engineer's seated truss design drawing for piggyback and boor truss specifications. Piggybnrll- cop truss slant nailed to oil top chord purtin brocing with (2) ltd box noes >0.135`n3.5'). Attach purlin bracing to the flat top chord using (2) ltd boo nails (0135`-3.5"). Floe Top Chord <= 12' — - 12 *12" min rigid sheathing p eriap (24" continuous length, no joints) with ed common (0.131"x2,5) Up to 12 or nails in overtop zone gun p spaced et 4" o.c. X\ . • �r Ix I y 24' V' P Spacing = / ��24' ac Max. A\\\{ / Flat top chord purlins required at 130tl-, ends end at 24' gar c.c, spacing in bet veep. tit PRpFFs' WARNINGINA READ AND FOLLOW ALL NOTES EN THIS DRAWINGI `may C,INf •wIMPORTANTwww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V `(v ,Z REF PIGGYBACK 19575 -r y DATE 10/01/14 follow es the laquire test edition of C.11,in fabricating, ating,handling. shipinig,in ti n,nb anal band 9CAJefer to and safe r f o performing these functions. Installers shalf provide tenperobracing per HCSI. r Unless noted rs top chord prooeniy attached structural sheathing and bottom char DRWG /"015101014trovri rg webs Kip. - C or BIN as applicable. fPFdY PlateS,o �L 0-'` 11 r- shall nave bracing installeder H B3 6 J\\� rigs ion us shown al.Ne f standard and Details, ass noted otherwise a°ch race (T��..p� pt7� Refer add+ of IiU Buildl tlg[am Lorient= cup I sh t�noY be responsible io •any d lotion£ran \ V24/2017 AN inr,COMPANY RePlt�ne, nay ilure the ru 'n con o c 't' V evH \` 'st llationg c uil �� r roan earl n ANSI.iPt pr cr randBng,s ipP c inA seal stallation drawing o over page listing this drawing,inoAcates acceptance of professional of trosse �/p @R'q20r 19 �ib ! for responsibility solely for the design shown. The suitability and use of this raring OLD elcl Se 73318 Lake/cont Drive y esponsbility of a Building Designer per ANSI/TPI L Sect. ♦� eb site, Earth City,MO 03045 ALPINE:a s.apne�tw con information .w tpmrt e this s�gener xrr.sbc notes r,au ace ayo nd tg;elCCse tlrwu�c_so.e.org flenewa&3gg01] SPACING 24.0` TPI'ew SHEN • • Diggync c2 Detail - ASCE 7-10i 160 mph, ?0' Mean Height, Enclosed, Expo-ure C, Kzt=1_00 (6T mph Wind, 30.00 Ft Moon Hgt, A_CE 7-10,Enclosed Bldg. :orated ,where in oof, Exp C, wind DL= 5.0 psf (min), Ket=1.0. Or 140 mph wind, 30,00 Ft Mean Hgt, ROOF 7-10, Enclosed Bldg. located anywhere n roof, Exp D, wind DL= 5.0 psf (min), Kzt=1.0, Note: Top chords of trusses Supporting piggyback cap trusses must be n_Neguatety braced by sheathing or porlins. The building Engineer OF Record shalt provide diagonal bracing or any other suitable anchorage to permanently restrain purtins, and tateral bracing, for eat of plane toads over gable ends. Mocinue truss spacing is 24' cc. detail is not applicable if cop supports additional toads such as cupola, steeple, chimney or drag strut loads. so Refer to[Engineer's seated truss design drawing for piggyback and base truss specifications D e t a i l r g r i m Spacing = 24" o c, or l e o S Piggyback cap truss slant nailed to all top chord 12 purlin bracing with (2, 16d box Halts (0.135'x3.5') to 12 I 1.-."' / \ and secure top chord with 2x4 43 grade scab Ip (1 Side only at each end) attached with / of lad box nails 10.128'x3') at 4' o 2 rows .c. F \a4 Attach purlln bracing to the flat top chord \\\ sing (2: 16d box nails '0-135'x3.5'). �p� ' \\ ;y2 < -�' The top chord #3 grade 2,.a scab may be replaced . purlln Spacing- with either of the Following: (I) 3;8 Trulox / 24'o.c may // plate attached with (01 0.120'x1.375' nails, (4) / into cap TO & (4, into base truss TO or (I, 28PB 7 \ wave piggyback plate plated to the piggyback truss TC and attached to the base truss TC v n 141 Top Chord Scab STyplr_al Each End, Fist top chord put-tins required at both wave plate accept.Note,Nailing thru hoses eF ends and st 24" has o.c. spacing in between, wave tooth x In addition, provide connection Detail B puriin )pacing > 24" o,l-, with oneoil the following methods: Piggyback cap truss slant nailed to alt top chord purlln Trulox bracing with (21 ltd box nails (0.135'x3.5') and secure e top Use 3 8 Trulo, plates For 2x4 chord member.and chord with 204 83 grade scab it side only at eachend) 3010 Proton plates For Pbiand larger chord attached with 2 rows of 10t how nails (7.128"x3') at 4" o members. Attach to each face @ 8' with (4) 0,120',1.3TI5'nails into cap bot tom chord and(4) 12 Attach puriin bracing to the Flat top chord in base truss top chord. Trutox plates may be using a minimum o.r''''-'32,,,.,,,,„, (2) 16G box na1s (0135'x3.5'). staggered 4' o.c. front to back faces. 1.1p to 12/ \ APR Rated Gusset 7/1E' (run) APA rated sheathing gusset s <each Attach:a 8- o.c. ( bol common g n (03"x2') nails per gusset,' ) in cop but^m i' chord and ag In bas' truss top chord. Gussets �2' Q J (4� 4' may be staggered 4' dc. front to back faces. ,,,,,J>----2' !4%�D IJ \ ,--__-• 2, 2 2x4 Vertical Scabs ® I ��r•�t!!I11---e,',-- ,mss. 2,4 SPF #2, Putt chord depth scabs (each Face?, /mss /1`R'\ / ' Attach @ 0' cc with(61 lad box nails (0128'o3') \\\ \ / \ base= in truss atop chord. tom Scabsord may bed staggered \\ \ \ / 4' cos. Front to back fares. \\\\\\\\\\\\ \\\ /[ / Purtln a p¢c:ang> I 28PB Wave Pipgyhock Plots _ 24' One c0PB e piggyback plate to each face To Chord Scab (t lull Flat to chord tins required @ 8' o.- Attach teeth to piggyback at te of p (Typical Each End) Chord P our r quit at fabrication. Attach to pporting truss with Dept:': both ends, puriin spacing > 24° n^ (4)Piggyback 6.120'x1.375' Waits per face per ply. Pigplates may be staggered 4' o.c. front Note: IF portion ns or sheathing are not specified on the flat too of the base ��0EO PROA-6.its to back faces. truss, .c purlins must be installed at 24' o . max. and use Detail A. eRNTFOLLON OWTHIS �� GyvE ..,NxgraNTFURNISH THIS DRAWING AL CONTRACTORS iUNE INoea«ees. C41 y REF PIGGYBACK Trusses 1, we .,tee f,ee;-, ohm s.al and o a 18575 lump,handling,sty Inn,n _ hnta a diad Refer t 9 DATE 10/01/14 extreme t B g a SBC far f r practices 1 'd 9 pox Bast uF> n hors'shot,have peattAcha,Stcocitici. 7o !- is .,. GROG PB160101014 C�Ir S Hal a position as tl end on a Details.unless natepotherwise a ea�m fare e,.04!2017 �_ J L� r dnga 1`o z estood.,above Plate Post ns. 0 oXEM9N MPANY epic dl""len a ITW Butding Components Group Inc shagtrot be responsible for al' h' AN irl,CO Alpine,o failure tothe t conformance w. ANS!/TP: or for handling.eshiipP " a installation T.bracing f t e 9A. aR•20,199 /' this drawing o cower page listing this tlra Bing,eidicates acceptance o£professional r 0 V engine rl sg r mutts for the design own. The suitability and ase a this dr.., Lp W.N 13388E ke( Drive far Y rust . the r ibiity of he Boa.,Designer per AND,PI I Seca. Earth City,MO 0045 ALPINE Gar x.more zrtinformation 0see this job's general wvnnotes scpaotgs and y n se web sites sof TAD orgi Sscn� org ICC' _ _org Paewa 6f3tlYt11] SPACING 24.0" PP Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = LOU Or, 100 Mph wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1,00 Or 100 riph bind Speed, 30' Mean Height, Enclosed, Exposure 0, K_t = 1.00 2x4 Gable Vel'tical B ,__c I'6 re N0 II) 1,4 'L"Brace x 11) 22x4 'l" Brace x (2) 2x4 •L' z Brace xx CI) 2x6 "L' Brace x (2)2x6'L' Brace v Bracing Group Species and Grades: Spacing Species Grade Brau Braces Group A Group B Group A Group B Group A Group B Group A Group B Croup A Group B Group P: a -PdHen-Fir y S P� # 4' 7" ?' 10' 8' 1° 9' 3" 9' 7° 11' 0' II' 5' 14' 0" 14' 0' 14' 0" 14' 0" at/uaStandard standara az _1 stud L) r 83 4' 4' '' 2' 7' 8' 9' 1" 9' S' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0" 14' 0' 43 Stud 43 lStandard H Stud 4' 4" 2' 7' 7' 9' I' 9' S' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0" 14' 0' Standord 4' 4" 6' 2' 6' 7' I 9' 2' 8' 9' 10' 10' 11' 4' 12' 10' 13' 9' 14' 0" 14' 0' Dou.las Fir-Larch Southern Pined.. CD 93 4' 10' 7' 11' 8' 2' 9' 4' 9 9' 11' 1' 11' 6' 14' 0" 14' 0' 14' 0' 14' 0' ® 43 _ _.1 SP #2 4' 7° 7' 10° 9' 3' 9' 7" 11' 0' 11' 5' 14' 0" 14' 0' 14' 0' 14' 0' Stud Stud 1111.31=1291111Standard `, #3 4' 6' 6' 6' 8' 7' 9. 2' 10' 11' 11' 4' 13' 6' 14' 0" 14' 0' 14. 0' CS cu D rr L Stud 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' II' II' 4' 13' 6' 14' 0' 14' 0' 14' 0' Standard 4' 4' 7' 7' 8 2' 10' 4' 11' i' _11'11' 12' 10' 14' 0' 14' 0' Group B, U KI / #2 5' 3' 10' 7' 11' 0' 12' 7' 13' I" 14' 0' 14' 0" 14' 0' 14' 0' hen-Fir -�-) S f I N3 5' 0' 10' S' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0° 14' 0' alb Btr C- U HF 001,4 5' 0' 10' 5' 10' 10' 12' 5' 12' 11" 14' 0° 14 0' 14' 0" 14' 0' al QJ O __ Standard 5' 0' 10' 1' 10' 9' 12' 5" 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dau lox Fir-Larch .0uthern Pine*.. #1 5 6" 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14'.0" 14' 0" 14' 0° SP 92 5' 3' 10' 7' 11' 0° 12' 7" 13' 1" 14' 0' 14' 0' 14' 0' 14' 0' #2 q2 _ k3 5' 1' 7' 11' 8' 5' 10' 6' 10' Ii' 12' 6' 13' 0' 14' 0" 14' 0' 14' 0" 14' 0" D F L ® - :x4 Bra Ces shall be SPB(Stress-RatedHoard). Qj Stud 5' 0' t0' 6' le' il' 12' 6" l 13' 0' I4' U" 14' D' id' 0' !4' 0' x in xxrar 1 4 So.Pe u only Industrial 55 u _ Standard 5. 0' 7' 0' 7' S' 9' 4° 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14'0' 14' 0' Industrial 45 tress-Rated Boards.Group B O1 / 42 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' 'clues may be used with these 340004. a _ J PF 43 5' 6' 9' 9' 10' 1' 11' 6' 11' 11' 13' 8' 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' Coble aTrl_lcs Detail Notes: L7 U c Stud 5 6' 9' 9' 1e' 1' 11' 6' 11' II' 13' 8' 14' 0" 14' 0' 14' 0' 14' 0" 14' 0' Wind Load deflection criterion Is L/240 O I� r'. Standard 5' 6' 8' 8' 9' 3" 11' 6' 1140 11' 13' 8' 14' 0' 14' 0" 14' " 14' 0' 14' 0" Provide uouPt connections For 00 Alf o ver x #1 6' 0" 10' 0" 10' 4' 11' 9' 12 2' 14' 0" 14' 0' 14' 0' 14 0" 14' 0" 14' 0' continuous bearing 45 psf TC Decd Load). a SP 42 5 9' NEEMMI 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports loo,from 4' 0'outtookers 93 5' 8' 9 2' 9' 9' 11' 6' 12' 0" 13' 9" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2'0'overhang,or 12 plyeood overhang. ti D F L Stud 5' 9' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9" 14' 0' 14' CO 14' 0° 14' 0' 14' 0' Stondard 5' 6' 8' 1' B' 7' 10' 9' Il' 6' 13' 9" 14' 0' 14' 0' 14' 0' 14' 0' , 14' 0' Syn1^ AhouetAttach 'L'braces 4th fOd 10.122'3.0.min)nuils- able truss ?Ai For CI)'L'brace space nails of 2' 00 n 18' end_ones and c.4' 0between z° Diagonal brace option ■' 3E)Efor (2,'L'braces. space nails at 3'o.? `tai length may be / T-. T ----- in 1E'end ones and 6"o.c.between zones. elcuhled when diagonal brace is used connect ,' if L. Y "L•bracing nest be o minimum of e0;:pf web diagonal brace for 305% L _ member'length. t each end. Max b /// //I/ Brace �` Gable Vertical Plate Sizes total length is 14'. / riii )D 1111101111•2211... Vertical Length I No Splice 2x4 IIF-L a2 c Less than 4'D' 1 4 or 2X3 better diagonal -}- Greater than 4'0',but I 2X4 Vertigo!length shown f Urate;single I less than Il'S' in teo.e above. jC� r doWle cut OGreater than lt'6' I 3X 45' h )at +Refer to ca on truss design r'eP • ' NI Ar 0 • peak,splice,nand heel plates. or Connect diagonal at on 000004 Bsur:nq / / / / Refer to the Building Designer for conditions co midpoint of ,erticnl web. 'I" V\ Refer- to chlr't obtor for PI.'ez e4V F0..i:length. not atltlressetl b) this detail. .WARNINGhx READ AND FOLLOW ALL NOTES ON THIS DRAWING V' e6INP�TANT..FLeiNISN THIS DRAWING TD ALL CONTRACTER_INCLUDING THE INSTALLERS, ♦0� aC,1MFFn �0.4. REF ASCE7-10-GAD12030 Trusses r tgd..entnehe care in fabricating,hand...,shipping,instacia,and ting. Refer t¢and (:: "r praca the latest t ep of SCSI(Du.id!ngtComponent S ety infonnatitln, v TPI and SKIP) safety '19875 DATE 10/01/14 practices prier to CerforNng these tune Ions. installers z temper-a.brncing DM. Ln ess not.°the d star.F Pr and ----" +- a acing CSI sects Locators oe:o e rAi �� DRWG ra12030ENC101G14 (Lr=Jr 17/ ra bra os p as ess°notedpo e. /' �, iZ J L J \.. .sora hostla0 z f oedapl a�thev 0•-1'/20 7 AN IT'MC'-TMPANY Alpin pF 1Ta irg tCont s GroapOtnc no ne res tip,Fran °RO6C1ah1 hrs drowon-6Vbracing r tial urge t usse e pp us t in oaf Hance win ArvSI/TPI Pana b'Ppr°hanal�D esh:pprng, 4fU47"17"" installation-6 bra rowing p cover page D Pharr ./ :NHX, TOL LD. 60 POE engi seat rehls sponsibility soiel4,Por the design tshownf°Thee sJt Indicates and use cru!45profess... d 5449 n¢I 9n�/I.^ZU.48� `' 13389 Lekefrax Drina f any structure k t responslbnity of the DWC'rg Designer per ANSI/TPI I Sect O�L VC Earth City,M063045 ALF•wE e i �ieb s/abs gene: _ ,e these s [, °;rpi.;e,w.c¢ ..HIS erg.S9Cal wvw.zbclndshy.arg,euc°:w..Kc_a.e,arg a .. �„ MAX. CPACING 24,0° E Hip Frame Details 4'4X4, Min. /Hip Frame B 24° �_ Corlmon limmoimmi T`p � �I� Trusses `/1.5X3 �� Typ, IIMMMIMIPRIIIIIIRIIIMIIIMIIIIOIII 1111111111111111M1111111410111•11111111111 Stepped Hip 2x4 Chords 2x4 Purlins = • ,I . I I. .gI I. System Trusses IllVEMrallMilleMillinolliMallhlIklillW C Setback I 1641111111111 #1 Hip 41111 + RA— —� —mM��.Pitched and Sheathed -� 8��.��. EIVIMMed Chord Area ---5---- Hip Frames B _ Bottom Chord \/3X4, Min. a- Attach hip frame to flat chords of stepped hips at all overlapping points with 2-10d (0.148"x3") /31,4, "lin. s Hip Frame, 'R' j common nails. Bottom chord of hip frame to be attached to #1 hip with 10d common (0,148"x3') ,-, \ nails @ 6' o.c maximum spacing, ^, Hip frame stops at plumb cut of �� Hip Frame-'_.2,Section t j (� L B ////2� Jacks to maintain pitch continuity. I� I / s Hip frame lumber is SPF, So, Pine, HF, ----- �� ST- or DEL Standard, Stud grade, or better, / .0 See Engineer's sealed design for setback, - lumber, plating, loading, and duration factor required : J j R' Hip frame chords may be trimmed up to 2" to fit. '� --.5 J purlins must be intact and properly attached. SetbackStepped Hip Use this detail for: �� System Trusses ASCE 7-10, 140 mph, 30' Mean Hgt, Enclosed, Exp C, or Hip Frame provided by trus anufacturer. ASCE 7-10, 120 mph, 30' Mean Hgt, Enclosed, Exp D, or Hip Trane is designed to provide bracing for Plat ASCE 7-05, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, or top chords of hip frame system where indicated, ACCE 7-02, 110 mph, 30' Mean Hgt, Enclosed, Cat II, Exp C, Structural panels must be properly attached directly Residential, Wind TC DL=4,2 psf, Kzt=1.00 To hmre.0p..op k purlins. ..WARNINGI.w READ AND BOLLOW ALL NOTES ON THIS DRAWINGI \') d IN L� • ..MPORTANT..FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS `4. the " Z REF HIP FPA ME195759»S :re require e.+re rare eaar,,e'n,Handling,shipping,installing dna bracing Refer on Follow latest Bas a g Pas Information. TAI asci l r DATE10/01/14practices operforming these functions. Installers de . brace, r BCSL �U„Ins e M proper, ed sheathing hotter, n /rDRWG HIPFRAME1C ctonal and 14g 6' restraint insn �� J„NF nal 9 d CSl B _ each face i1+/2017°e, d Details, les.noted otherwise. ,----1. J - Ffa 1 BA,forshostd a ate Poatpr� AN 114,1 COMPANY atpCva soudg:nsn G.�wnnae.1rn ANbse aiIbdwvT,ram oaF9” '9n an.p0.19� �installationation 6 bracing or trusse or allothis dr rgverpLheting this drawing.indicates acceptance of professional ,fOLOw.eng'veinrtys olisting e suitability use of thisdroving any s the responsibility othe BCe, BDesigner per I Sec..,13369 Lakefront Drive Earth City,MO 63045 ALaINF+wwace informatonR see this ipinsc l,job's gene.al ro s page us era mw tress org Renews 513013017 aiSBCA.w _ nty.org;IC:' ++c wwcsafe.