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Plans (3) 1 I (CRICKET DR OTHER FRAME REQUIRED BY BUILDER RT VERIFY IF LEDGER IS USED OPPOSING PLANES HERE FOR TRUSS BEARING HERE [— I I Ur 1 r 1 1 1,[ T In1 r r ,1 1 I - ii 11 B I v � ,I r I� 11 11 I 1 I (9I it I 11 1n II ! ,1 11 11 11 �I 11 n Ij 1j 1r II II I 1 0 1, !' II Il I' o' II r II 11 r y 1 Ir Ir n II IIT II ;i ''!4ji tI J II 1' I ,, C �I� '',, �I cn M O O fk— - III II `'; 112'-b-5/B"II PLT HG T [ VERIFY) N �I ilx i o o !i 3OJ m II I I 11 I i.. 1111 19' CLG I I it II 1 II I'.X% 11 I ! 11 II 11 -I--1--1 00 o II II II I _ DG•II i 11 Ii i 1 1 D ,,NI 1r s W Z z �= -< 1 11 li , m P- 1 N 2 771(21,2111 i 11 7 „' m �, I . it I, v NZm' I I I + - m3 m r 1 I r._ T h i��' O it II S O '. ''..� :moo 1 ! p m �-+CA Cn n R 1 1 '� o frl� i� !` 'f N —1 CJ)--i - :o Z m O 1 NG WALL !nom ill 111 -C t c 3Z 1 ! a I r_____..______ _ _ i i ;-- .I z SCO ED BEARING UlmO I 7 CO OajNNZ y(� = J f umo z _ LL 1} III 4 , �N� a �I 1 it NSW11 I `If < �� r- rn Cn�)Cf) O E41 ■ El I P ld d II R C7m _I___I 3 p RSSU4 ED 2/12 VLT. NO SECTIONS( 11 C . 1 — 1 r 1 �, ' 1 m µ 60 —1 ��— — — I m pCI _ 1 —' o I II II I M I 1 ' 11 = I ' II , 1 II I, i l? m I ,. 1 ' iI II 1 II II l 1 111 II I lr m i P i 9 1 qI -- I Lir y -° L I ! I L I ; ALL VALLEY OVER FRAME AND ,,t 4 },, y. CRICKET FRAME DONE ON SITE }r —t' PER PLAN ! ! rp i r L Customer: JT ROTH CONSTRUCTION , } - 0 o WDeso.: Corbin lot 6 j id 7� ADDRESS: Twuss ste m i z Desi 9ned by: BILLY BREESE •• t7). y Q .- z L O V 0 Co •• wm .'�`..'oo-.w c.s rmn. Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VZW7175Z0612135648 Truss Fabricator: Truss Components of Oregon Job Identification: 0417248-JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR Model Code: IRC Truss Criteria: 1RC2012/TPI-2007 STD Engineer;ng Software: Alpine proprietary truss analysis software.Version 16.01. 4's- PRORFSS' Truss Design Loads: Roof -42 PSF @ 1.15 DurationOy Floor-N/A 19676 9f Wind -120 MPH(ASCE 7-10-Closed) 411111 / .40F' Notes: 04/2/2017 OREGON 1. Determination as to the suitability of these truss components for the v structure is the responsibility of the building designer/engineer of '94 °"•20,1W.- 4'1 ' record,as defined in ANSI/TPI 1. GLD W. 2. As shown on attached drawings;the drawing number is preceded by:CAUSR7175 GRato�"Yclr ea1 Details:12015EC1-GBLLETIN-GABRST10-BRCLBSUB-12030EC1- Submitted by GWH 13:56:18 04-12-2017 Reviewer:BFR $$ # Ref Description Drawing# Date 1 00531--AGE 17102034 04/12/17 2 00532--A 17102035 04/12/17 3 00533--Al 17102036 04/12/17 4 00534--B 17102037 04/12/17 5 00535--BGE 17102038 04/12/17 6 00536--B1 17102039 04/12/17 ; 7 00537--B2 17102040 04/12/17 8 00538--B3 17102041 04/12/17 9 00539--B3GE 17102042 04/12/17 10 00540--C 17102043 04/12/17 11 00541--CGE 17102044 04/12/17 112 00542--D 17102045 04/12/17 13 00543--DGE 17102046 04/12/17 14 00544--E1 17102047 04/12/17 15 00545--EGE 17102048 04/12/17 i 16 00546--E 17102049 04/12/17 117 00547--ESGE 17102050 04/12/17 1 THIS DING PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED By TRUSS M . (0417248—JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-AGE) Top chord 2x4 HF#2 120 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 2x4 HF Std/Stud: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.333' Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlooker span and design. cladding load not to exceed 5 PSF one face,and 24"span opposite face.Top chord may be notched 1.5"deep X 3.5"AT 48"o/c Right end vertical not exposed to wind pressure. along top edge.DO NOT OVERCUT.No knots or other lumber defects allowed within 12"of notches.Do not notch in overhang or heel panel. See DWGS A12015ENC101014,GBLLETIN1014,&GABRST101014 for gable wind bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the length Bottom chord checked for 10.00 psf non-concurrent bottom chord live tabulated for 2X4 studs of the same grade. 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. T 3 r 3X5it iia 1 I I 5-10-6 6-4-6 3X5. 0-1100-6 j'1. _/7///////////////////////////////////////////////////. I , . , ../ 1 3X10(E5)Ill 3X5 III L2-0-0� L-2-0_0- 1 19-10-4 1.12 20-0-0 ----I-- l< 20-0-0 Over Continuous Support R=125 PLF U=4 PLF W=20-0-0 RL=6 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) o PROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.0., >' FS ,p OR/41/-/-/R/- Scale=.3125"/Ft. Tensa CamponenrsofOregoo (5U3)357-.118 "wARNINGIN READ MD FOLLOW pt NOTES ON THIDRRM1NOI t,iN[' 825x4th Ave,Cornelius 0R 97113 "NwrAHT- TM'.oR^.aNa*or.� oR...C.arTHE,Ne. V, d F� y TC LL 25.0 PSF REF R7175-531 by and safety 10575 DATE 04/12/17 ��g,�.:N tonal-Iona.� R a„”�w"a�...m ."� ..,ams, ^� practicesa,^a 9r IC DL 10.0 PSF dd.ea ,A* rigid ceding. `oaa`"Mr°.""""H'"ro'".""" ""°,a shell a=s, /-i /r BC DL 7.0 PSF DRW CAUSR7175 17102034 ALF-�NE ." "Details. rooR �agti�. ~nom° a" 0.12/2017 ", we"a^s=amPa a Refer drawings a „am,„,a BC LL O.0 PSF CA-ENG BFR/GWH .aw^a."T4'll"r"r”writ u,.r.,.a.m�^ a^ �..n"�giar o.."a"o^s"i plate ""r a..+..0" OREGON _ AN 1TW COMPANY °tali.lo.,"e,bracing of trusses. a""•"",.'.r+s'rr"•."••"•"a"'""o.a„1P'"N. TOT.LD. 42.0 PSF "..."e=.+.�nr�v.wa'.�"'sn" u..a IMrw'°,.T+...,a.„gil a •eopow e. wor�ww".I oa 9�en.20.10`5° �`t _ SEAN- 103632 8351 Row.cede �^e' �"�e�"'«ro o«m".r P.r.we.r�+a.o.�. Opp N/,N DUR.FAC. 1.15 FROM BB &am.,CA 95s28 'nrRpe.a¢^"r�^ page and dee web sitters, SPACING 24.0" JREF-1VZ Renews et3012017 i (0417248—JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-A) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS A.DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 120 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 HF Std/Stud:W3 2x4 HF#2: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member (a)Continuous lateral restraint equally spaced on 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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1.5X4 111 3X5- T a A 3X5 es raa 1.5X4. (a) 5-10-6 6-4-6 3X5 G .'411141114:1111111111111111111111110116:% - .. 0-10-6 ---- .. . - - - 1 _._9-1-i_ ___L. 3X10(E5)m 3X5= 3X7(R)III 1-e2-0-0� Le-2-0-01 6-8-0 6- 0 I_ 6-6-4 T^12 10-0-0 10-0-0 20-0-0 Over 2 Supports R=996 W=5.5' R=996 U=19 W=5.5" RL=99 Design Crit:IRC2012/TPI-2007(STD) , p PRO PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.. , FFS'a, OR/-/1/-/-/R/- Scale=.3125"/Ft. Tm5CxALAU,ComregOR 57t357-18 "wARNINGr READ AND uowALLNm[soNisOPAwlNG1 T" RSOMON ORARIMil TO Ati.CONTRACTORS N"TNeiN.r.lieN.. tGtNF( /0 TC LL 25.0 PSF REF R7175-532...erne ...nand"ng.MO..Metang and«acing.arand follow 19576 S' yi.r Me — I `'.7.,::::::'::::::,,,,,-latest�edition SCSI SI .,.ComponentSa� infer,.."".ay TPI adwTCfor s,i.,xi._ o TC DL 10.0 PSF DATE 04/12/17.performing Mime en I.41114 top cm.enem IISVOI 7( uSafety `ch ryl>ana . .... SC.. „'"^'^nS "gtl a ..i=ea"a"a"" T7,-„0"-. "tom�'�a.""� ga "^° a..o KAP) i BC DL 7.0 PSF DRW CAUSR7175 17102035 12/2017Afi .JNm e wn.a,e.Azr"'aoda-.:aH.P"w— BC LL O.O PSF CA-ENG BFR/GWHeia " "� OREGON _ _ _AN IFW COSNNallegation bracing oftr....aa TOT.LD. 42.0 PSF SEQN-o.,ar.r.wl ..p.;w.. ,N nr. Irmlow.... ..,...rwK w.n.t.,,aN...dno 9�e".20,199° �r EON- 103635 2351Re�c�kr"°°"”'i'"'°'•r"'e"'°Ing,De"Nne..rANSI/FPI,Soma. 01.I W.t DUR.FAC. 1.15 FROM BB Samna.,CA 95828 SPACIN Renews B130/2017 G 24.0" JREF-1VZW7175Z06 S THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8,DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-Al) Top chord 2x4 HF#2 120 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 HF Std/Stud:W3 2x4 HF#2: DL=4.2 psf. :Lt Slider 2x6 HF#2:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member (a)Continuous lateral restraint equally spaced on member. 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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1.5X4 III T 3X5=_ 3 1 3X5= i 3X5= 1.5X4 (a) 5-10-6 6-4-6 3X10(E3)III W3 ' i_ 0-11-14 ■r _. -- +9 1 0 3X5(E3)= 3X5= 3X7(R)HI LE-2-0-01 6-6-0 6-6-0 I_ 6-4-4 l'112 9-9-0 _I- 9-9-0 -'l l< 19-6-0 Over 2 Supports R=817 R=982 U=20 W=5.5" RL=89 Design Crit:IRC2012/TPI-2007(STD) , 0 P PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.41..4 -PROp FS OR/-/1/-/-/R!- Scale=.3125"/Ft. Truss Com :eteofZIrgoD (503)357..118 "WARNINOM'READ AND Fd10WALL NOTES ONTHIS DRAWNOI ..ti IN S azsNa�°A�e,ca�Rsoxv7113 ',WOMAN, R,RNSHTHMMOMOTOAumNTRACT°,IN4WygTHE aeALEa �� G FF, Oy TC LL 25.0 PSF REF R7175-533 STFR W d n';g;r M s%'s p T,.net.na en°erZiZ?..a*a,t °w 19575 ' TC DL 10.0 PSF `�`h"�" ' T" o�' a°' /, DATE 04/12/17 rmaen.'a:a"red.M".,webs shall Installed BC DL 7.0 PSF Locations shown aw AoaR we*�we.a..�o wee.n hp:`ana�ao��°per[SCSI /- : DRW CAUSR7175 17102036 A(>,P3 UNCS ° ° o oe �a .de .. aer�dr. nomad r. . ° dl. 0.12/2017 BC LL 0.0 PSF CA-ENGBFR/GWH .p.... ana o°m°.penes�b°°�„°.. OREGON __ __ ..M: anv..lw..=enna`me..ne.mwn 7-2.n,>e11,.wsvrvi,,e:io:na�ei:ce.1=na°n AN ITW COMPANY Installation iL br.cna or trusses TOT.LD. 42.0 PSF au.l CCI.d..wrworwaver eeo.Wane theM.Nln..Inch.".m.Poneeorpr.r...Ions,.r .t o lt tR.20,10 SEAN- 103637 raemenalbiIHr.a bforw.deaynmama,Thee,At mro.end,...ofthisMasa Rfara,q.m,.3unslute 4 LD w.N r DUR.FAC. 1.15 FROM BB 8351 Rowel Cirtk nspuWWLLy of the BMW,De.lyner per ANSITPI T New. RO Fr Sacramento.CA958I8 Rd.H.daozolT SPACING 24.0" JREF-1VZW7175Z06 r THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248—JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-8) Top chord 2x4 HF#2 120 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 HF Std/Stud DL=4.2 psf. it Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. 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 factor for dead load is 1.50. 1.5X4 III it 3X5 3 011 3-11-12 3X5-- -_____ X5— I goo 0-10-6 . -- - E1111 1.5X4 III 3X10(E5)III 3X5(R)It —2-0-0--->i 6-2-12 >I< 6G -0 -2- 12 liiz 12-5-8 Over 2 Supports R=689 U=6 W=5.5" R=515 U=6 W=5.5" RL=60 Design Crit:IRC2012/TPI-2007(STD) O PRO PLT TYP.Wave FT/RT=2%0%/4 0 16.01. . RF ( ) O SS, OR/-/1/-/-/R/- Scale=.5"/Ft. Truss Com nems ofOreg.n (503)357-,118 "IMPORTAN ARmpier-REAR UR...TIP. GTOP Su o vr� � O Z REF R7175-534 azsNa�AYe,co�el;u9oxent3 �� 0GtNFI� O TC LL 25.0 PSF II^e a"a CA)ler e18678 TC DL 10.0 PSF the latest edition of s�e�d(Building Componentprr>®"a �.a,� tl Baa DATE 04/12/17 / \ too chord shall hew.o on B.O..structural sheathitr andbottom chord shall have Woo.,attach.] I BC DL 7.0 PSF Ol AndR w®c � ^q 'e povu as ae a`eee �� DRW CAUSR7175 17102037 A L� NE "'"^ `" "' �'Of e�'H a p1`�poa1eo "m n a 0.12/2017 BC LL 0.0 PSF CA-ENG BFR/GWH OREGON AN ITW COMPANY "aana,la,W brad^p"+.vases a." "1o,ma"�.�>"ANSIrTPI,.or,"r na"annp.ampp,"p. TOT.LD. 42.0 PSF A..r ZIP Pra a g or IS P.w I1HIro MTMar�,p.k,OIo.W t aerrcraaor.S p..h..tonal wpin..anp 'QR'..20.109° €QJ' SEAN- 103639 Ib.d.y"1'.r�...a ba.ner . Ibau..ar ws a..asr,p+or.r.y.b.m,..r... 8351 Revms Circle 'w'a"-1b"^+'d�^e..Ilerw owp^., r,wsvrnl+ =- Otp vi.Vo' DUR.FAC. 1.15 FROM BB Sacrereento,CS95829 sp"sRe^a�^^mss"aaaa^arnaaa.,,e, n SPACING 24.0" JREF-1VZW7175Z06 A�wNE.www.aial wm.Tal.wwr.wina,.".R;v✓rcA:w.+...segnauar.y_mm;Icc w.®w.irfsera-".0 Renews 8/9012017 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-BGE) Top chord 2x4 HF#2 120 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 2x4 HF Std/Stud: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Provide lateral wind bracing per ITWBCG wind bracing details or per design. engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load.Creep increase factor See DWGS A12015ENC101014,GBLLETIN1014,&GABRSTI 01014 for gable wind for dead load is 1.50. bracing requirements. Truss designed to support 1-0-0 top chord outlooker span and Bottom chord checked for 10.00 psf non-concurrent bottom chord live cladding load not to exceed 5 PSF one face,and 24"span load applied per IRC-12 section 301.5. opposite face.Top chord 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.Do not notch in overhang or heel panel. ) 3 1I fl I : ' II II W1 3-11-12 3X5- itjII000-1L-6 : - a 0 a 0 //////////////////////////////// X91 3X10(E5)III L-2-0-0-->i 12-3-12 1'12 12-5-8 —I I` 12-5-8 Over 2 Supports R=114 PLF U=15 PLF W=12-0-0 R=87 U=11 W=5.5" RL=9 PLF 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) 16.01.11;b. FFS 75 OR/-/1/-/-/R/- Scale=.5"/Ft.53 T sComponenrsotOregon (503)357--118 "WARNING'.IF.ADN�9FgiDWAUNo+HaNTMe9RAx+NtB /S',>r�.1 (.`R • TC LL 25.0 PSF Sz5N4th Ave,Cornelius OB 97113 "I��" P1A1"'BN TM��`^�T��wram romw�+�mernuEria `/+y,� REF R7175-535 / 19576 the ate,.e, (BuildingComponent SaetyI" "ed°,b Teta"°`-C^,`or'a` tlr.neespro TC DL 10.0 PSF DATE 04/12/17 .46\ "=L areae a. °� , m Ap q� '":roafta Baa"a '�m�ossa'; �� BC DL 7.0 PSF DRW CAUSR7175 17102038 ffil INE e .: acro. ® ro a.r a oaawona. I,12/2017/ BC LL O.O PSF CA ENG BFR/GWH e>P �na��,a�a�nr„wa^,a,sa,n'"ants>o,"ao::;1,T41,71-141:77,:=4,71=r"g ..a,n.n," OREGON AN ITW COMPANY installation a braces of trusses "a,n maormance A MI.dr.wla p.p.11 tlrte •�,I„e1o.>r.'..om..ra.mPra.aontl " 9R an.20,199° �� TOT.LD. 42.0 PSF SEAN- 103641 Eut°rz r..bb,"e."' ro.arw,,..or::1.,Mna.a.aer.u„ma. d,a 8351Uv O,,k '�'a"'-'"'�' e.rnaiaco�mr.• rANeVrPt+•.a.=. QLD W. DUR.FAC. 1.15 FROM BB Sacrament,CA 95828 For.e",s ietoeeasoe aaa"I lar.sana.et eoaaa=.1:::::.7.7,sass: --- a ALPINE''' .awnem.a TM ^at.�, : ,"o" R•eaaeraazo+T SPACING 24.0" JREF-1VZW7175Z06 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-131) Top chord 2x4 HF#2 120 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 HF Std/Stud:W4 2x4 HF#2: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. 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 factor for dead load is 1.50. 1.5X4 III 3X5= ' 3:45:;:1--------- X5= lg.3 3X5= 5-7-6 _----- W4 01. 3X5- ------ ------._________ G 0-10-6 _ , 1.5X4 III 3X5(R)Ill 3X10(E5)III 3X5...- L-2-0-0 X5=L-2-0-0 5L 12-0-0 › 7-0-0 >1 L 608 'I` 6-2-4 =I` 1uz 6-7-8 6-9-4 ii 1< 19-0-0 Over 3 Supports R=577 U=9 W=5.5" R=1056 W=5.5" R=226 U=21 RL=87 Design Crit IRCF2T//RT 2%(0/0)/4(0)D) 16.01.$.t4.- PF OFFS PLT TYP.Wave ° S OR/41/-/-./R/- Scale=.375"/Ft. TSas CoA ooe°uof.clie ° (503)357-LI18 "wAromei—NFA°AND ruLOWALL NOTES ON THIS DRAWING, G1 825 N 4Rh Av Cornelius OR 97!13 MM T' " Mama age rain""OTO A11 O3/01aW�W THE INSTALLER. 9 REF R7175-536 e, O a 18676 F� TC LL 25.0 PSF smlG'a'n'; s� ""b.m�°o gurP'aad a��a,P'ho DATE 04/12/17 •4111\ top chord o o I s on..,rigid celling.LocatIone shown for to tont a aa,al V and bottom chop.shell a a.opery...one., ;R TC DL 10.0 PSF O� otae ions Be Of /�i BC DL 7.0 PSF DRW CAUSR7175 17102039 A�J— N� " nn roPR�",�b��'.a�w ea'e� �oa ' °�mtl Is 0.1 /2017 _ P.mPa.non® OREGON BC LL 0.0 PSF CA-ENGBFR/GWH AN ITW COMPANY nsm."a i'on sf rbrac nG OR„u®ees 'n��u"nrr"n.6ien"�"wlen"gRasiRCl i�erior naval °�anlppino'on A seal m One Winning or m,,..P.O.Irma ale drawing.bagman.m.Pr,...w P.ar...wn.I.nWneering 9 en.20.1 TOT.LD. 42.0 PSF SEAN- 103644 ,""Pan mlwnv oo`:for O.""'Aw,.*on.,To sult.dIN>•«,d aro of Ode drown P for se:n mars I.W. �0 �/G 8351 Rwa.a Curk ,..Pm par ANeIrtP11 Sao.- C W. DUR.FAC. 1.15 FROM BB Samavo,Gs 958.28ie}ob"eenaral noise Paga ani rosea web alms: _ rn Renews 8180/2017 SPACING 24.0" JREF-1VZW7175Z06 s (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-B2) THIS DWG PREPARED PROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF#2 120 mph wind,15.00 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#2 anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC Webs 2x4 HF Std/Stud:W2 2x4 HF#2: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member (a)Continuous lateral restraint equally spaced on member. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1.5X4(I 3X5,--,--- �$ 3r-- 3X5= i 3X5a --- ------ 5-7-6 3X5 (a) W2 IP". 0-10-6 1.5X4 III 3X5(R)III 3X10(E5)III 3X5---- L<---2-0-0 X5=L2-0-0 a.z 13-6-8 >I-= 5-5-8 al 6-0-8 7-6-0 5-3-12 1 12 6-0-8 7-6-0 5-5-8 i< 19-0-0 Over 3 Supports R=729 U=2 W=5.5" R=843 W=5.5" R=240 U=19 RL=87 Design Crit:IRC2012/TPI-2007(STD) EO PROpE, PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.0.6 '&,,s. OR/-/1/-/-!R!- Scale=.375"/Ft. TNss Compo ems ofore on (503)357-iI18 al ANT. PURNoIITM� amowaL a,THIS gINCLL wry O'S OG F�c� 1Z TC LL 25.0 PSF REF R7175-537 825 N4th Ave,Cnmeli OR 97n3 Noumwn mEIxsrua ns aa'I�a'tami<'aa°iol„of ecsni ia�a„a co,;,lponlasi s.'i�ml.�”..rmaaa"^r,"g.ninarr.>nianna.enc cr .^.i„nar.aaR�ar.,ama an,�e bnw.„r r 19576 eem all 5.t TC DL 10.0 PSF DATE 04/12/17�aa :a — aa„nesaintna—slaa=vsa�„ecsta'y ms..e• a calling.Locations shownforpa permanent lateral a wane shall have bracing Installed per eCsl i --., BC DL 7.0 PSF 1-.)RW CAusR717517102040 ALP_NR a n w" a eah a a[e o ��etnl 12/20 7 0.0 PSF CA-ENG BFR/GWH AI, akin o b mPanamh�m^p OREGON BC LL AN IiW COMMNY Inatallanon Srbracing builAlrna tare.In wnlwmanca witn ANSI/ral,ror(ar Hanel n9�a�hipping,on m a A...l on ml.drawing aroPusses. o.�.twuno n ar..N.p.Iwla.l...oemt.n...rp,on..leo.l 9R eq 2015. ,r TOT.LD. 42.0 PSF SEAN- 103646 r«.an.mlll.,.elaly,.rmad»I, show,. o,.t dll„andawea.mladrawino.aran>...'"aw-- O FROM BB 8351 RomaCicck la.P�r+wltY...to o,dmma Magner per ANsl/rYl,e.a.s. L�W.� DUR.FAC. 1.15 Sacramento,CA 95828 ^.aha h,a.'a sana.a ear®e p�sa and to . - Rmaws&MM.] SPACING 24.0" JREF-1VZW7175Z06 Au=tNe.ww...>las+=nw.ea,n,rvl.w .mnst.vn,:wrcA:aww.at,dnwat.r.ar+:cc®.,,;.w.«aaa.o,a THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-83) Top chord 2x4 HF#2 120 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 HF Std/Stud DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1,500' Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. 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 factor for dead load is 1.50. 1.5X4 m3X5 3 �s. 4-2-8 3X5 0-10-6 I.__ IIS _.___ - --- - -- - - I 0-1-0 1.5X4 III 3X5(R)III T 3X10(E5)III —2-0-0---,-1 6-8-4 >Ic 6-6-8 ,i11,z 6-8-4 -1 13-4-8 Over 2 Supports H R=727 U=4 W=5.5" R=555 U=6 RL=63 Design Crit:IRC2012/TPI-2007(STD) FtE)PROp PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.#. "1 G E'6 AS'�O OR/-/1/-/-/R/- Scale=.5"/Ft. incNmpo enuoforegon (503)357 118 "wARNMGI"READ AND FoLLCWALL NOTES°NTrks DRAMs, a ` 625 N4th Ave,Cornelius oR 97113 rAN-' FURNISH THIS DRAw;N°roALL coNTM"CT°^N OVCIL°x(°TMe;Nsn++En% 19576 y TC LL 25.0 PSF REF R7175-538 _ npwn,.;yTPIand*^ TC DL 10.0 PSF DATE 04/12/17 SCSI.(euna n�co Component Safety Information.by Tp;s c uror sere,practices poo. ;0. t o latest erns these nc.ina ere shallproevn;e®de temporary y racing BC6;. oro ehenrigid ceilIng. oe..e„,openv...had,rr..murat sheathing te:vew of ..redll Watt have PrO re,"*Oa I�c i (n� �q�1 ^ I for APma.R a to each face r.n.,,end position ea shown above:nd on 1,. ZD 7 ' BC DL 7.0 PSF pRW CAUSR7,75 17102041 Atter 1 V a s �3 weed er Components efer to ==.o standard ,„ deviationpost/tefrom this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH alpin. env a"re to Burne ss wnmrmaoup IInc. noteendfor ,mppme. J AN ITW COMPANY Installation et e „ trusses 9' nn.2e,jog' TOT.LD. 42.0 PSF SEQN- 103652 A*"to Tb°'""7y P•W OM"'.N,4UmNnO .2°,1.W pr PtaM1WwW•"1.7.""8 r•epor.INYb wINy Y>Me tl•.INnel,rnxn.TTewNaMbantl tae Mlk,N dra'aarq reraM e,ruWra bJr °&D -- — 8351 Boma Cec4 �Pd.euroorm•endsNw,mr•rP.ANevm, :. W. DUR.FAC. 1.15 FROM BB saPamevm,CA 95828 Fnr.nor,n om,annn,oe p.;.-ons eanar,r rotas pe®ansd�.:�m.��. .mare o� lArAtews6/30'2017 SPACING 24.0" JREF-1VZW7175Z06 M THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6-VERIFY,OR-B3GE) Top chord 2x4 HF#2 120 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 2x4 HF Std/Stud: DL=4.2 psf. it Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Provide lateral wind bracing per ITWBCG wind bracing details or per design. engineer of record.2X3 studs require reinforcement at 70%of the length tabulated for 2X4 studs of the same grade. Right end vertical not exposed to wind pressure. Deflection meets L/360 live and L/240 total load.Creep increase factor See DWGS A12015ENC101014,GBLLETIN1014,&GABRST101014 for gable wind for dead load is 1.50. bracing requirements. Truss designed to support 1-0-0 top chord outlooker span and Bottom chord checked for 10.00 psf non-concurrent bottom chord live cladding load not to exceed 5 PSF one face,and 24"span load applied per IRC-12 section 301.5. opposite face.Top chord 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.Do not notch in overhang or heel panel. ------ --- ■ is 3 r---- ■ ■ W1 ■ II 4-2-8 3X5,--- II■ i 001 0-1 0-6 111111.111.. a 0 a o 0 0 L //// ////7//////////////////////////// 9_,_0 3X10(E5)III —2-0-0---,J L. 13-2-12 12 13-4-8 --1 k13-4-8 Over Continuous Support R=116 PLF U=13 PLF W=13-4-8 RL=8 PLF Note:All Plates Are 1.5X4 Except As Shown. PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) CEO PROpFS FT/RT=2/0(0%)/4(0) 16.01.8, G E. SiO OR/-/1/-/-/R/- Scale=.5"/Ft. TrSa IIT17,r, ofOagon (503)357-1118 "WARNING'.READ ANDFOLLOW ALL NO1ESONTNNIDRA',vww P 19675 y REF R7175-539 825N40f Ave,Come]ins OR 97113 "IMPORTANT* �EMANNA TO Au CONMACTORS wCLUTAMTMemsTx.E^% 7. TC LL 25.0 PSF "nlwlnN. �ImR.ntlpa nR. "afa.ntlfnla TC DL 10.0 PSF DATE 04/12/17 S�(euI mpanle fery�niwmpuon,by TPI end wTCAUfa praWcec pn %. woP�Iv® n"n vandawee eM1� M1vpa� aen re .ads f� —._ t 20 BC DL 7.0 PSF um CAUSR717517102042 AL'A N C " an es� ow OREGON BC LL 0.0 PSF CA-ENG BFR/GWH ANITW COMR4NY °,ai=,70.-....m.::=====*nw"�g at:,,,,... `"""'""'s"P''e;s°':"a"°'s"",°"1''"'"'-'"`"'P .' an.yo,+9s'0 J TOT.LD. 42.0 PSF SEAN- 103655 ._ A seal on tl,N m.W I4Nnp MT tl eio.w woRpLnw a goto.Ienr Myn..,(n n:e AN,YNTP ` �"tl ...a».tl �.�..a .-se 'VA — 8351&ammo''vena 9582 W N DUR.FAC. 1.15 FROM BB CA 95828 .-n.mn.pinel..n",e RC,a,ADi35W Ao1T SPACING 24.0" JREF-1VZ7175Z06 ALPINE.w..w.®Ipn,.Iry,.,Am;rale w,n,..�",:,.n.s:u,Tcn_nwww.mna"ate.CO,ICC:wwwair" .N 4 i THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-C) Top chord 2x4 HF#2 120 mph wind,15.58 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 HF Std/Stud DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member (a)Continuous lateral restraint equally spaced on 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 L/360 live and L/240 total load.Creep increase factor for dead load is 1.50. 1.5X4 III % -�� 3X5 2X4= 1.5X4 3 7.0101, (a) 5-4-4 ...„44N40... 3X5-- 4 ...- X5= Ac� 0-10-6 Y - - - - - i12-5-10 3X5 3X5(R)III 3X10(E5)III 5-11-13 I_ 5-11-13 8_10_1 1112 8-11-12 8-11-12 I k 17-11-8 Over 2 Supports -J R=760 W=5.5" R=760 U=13 RL=76 Design Crit:IRC2012/TPI-2007(STD) .EP PROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.8, F`SS> OR/-/1/-/-/R/- Scale=.375"/Ft. Tne Compo eau of Oregon (503)357-.118 ,NARNINGw READ AND FOLLOW ALL NOTES ON THIR DRAWING) V4'.' E� O 825 N4th Ave,Cornelius ox 97113 "IMPORTANT* "'A'A®1TH16DP"T'N61DAuccum.0TaRsal°Lapa3THEINRIALLEAB. 19575 y TC LL 25.0 PSF REF R7175-540 the latest edition of b�Pwna.ma,anma am b.aa,re.R�=.m and rai^w 9 s(BuildingCompoe"`sa"""";on"a"n^.'yTPIandwTCA)'orsa'aetlan»ssp^or %, TC DL 10.0 PSF DATE 04/12/17 Ap— a„'°� ;R;; m � 'A z � a and 7� - BC DL 7.0 PSF DRW CAUSR7175 17102043 NIS .. ^ �naaa . a. ..r a.dPla..Paad�na ,. 122017' — pee aaponae�ab.an,da„adon om,N„ OREGON BC LL 0.0 PSF CA-ENG BFR/GIH AN ITW COMPANYinstal/orlonia bra.,"or bola....ncconi�.nan��,.P wrtn"Arvaur ,.^r w bandana.sniaPina, J A•W oo We drawing cover P4G.II.N,o a�m.ww.In6N.1...m.cmle•or prof...Iow..ro.,..dn '9151 °n.Zg.leg° TOT.LD. 42.0 PSF SEAN- 103657 ,..Pon.+wua.ol.y form.d..Ion abown. suitability.nd a..of a m d...alno ter am mu...a I. OL p 8351Eovnzcnk "'P°"d°ano n.o"a aO+a.a@AN�P ,. DUR.FAC. 1.15 FROM BB s,,,,rola,CAvsux Renews 8130/20.17 SPACING 24.0" JREF-1VZW7175Z06 A�Pwe. awn.,,w.�,...rm_www.m^a,.o.a,wTCA_www�nmldaa,.r.�m:cc www,u:ar.ora A ' M THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-CGE) Top chord 2x4 HF#2 120 mph wind,15.58 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 HF Std/Stud: DL=4.2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member Truss designed to support 1-0-0 top chord outlookers and cladding load design. 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 Right end vertical not exposed to wind pressure. OVERCUT.No knots or other lumber defects allowed within 12"of notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the See DWGS A12030ENC101014,GBLLETIN1014,&GABRST101014 for gable wind length tabulated for 2X4 studs of the same grade. bracing requirements. 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 1.50. r 1 I i i 3 �. W1 1 5-4-4 r r 3X5= r r r ir 0-10-6 ////////////////////7//////////T7///////////////////7///////// +12-5-10 3X10(E5)11 I_ 17-9-12 1111z 17-11-8 -"1 f< 17-11-8 Over Continuous Support R=106 PLF U=1 PLF W=17-11-8 RL=5 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) .0 PRO/cF PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01..•'1 : `rS>. OR/-/1/-/-/R/- Scale=.375"/Ft. TmssCom uwrao1Oregon (503)357-.118 "wARNINCIM.READ AND ROLMALL NOTES ONTNr puwNp 0‘-'19576C + Z TC LL 25.0 PSF azsNag°n�e,egme roa97113 'IMPORTANT. „b.RAwxwTaAuwNRAcag.au...RE IN.ALLeNa REF R7175-541 tile!meet of iticSI Component Informetion,by napg,n ^*CA)for fet'r"apg"I,nw9r TC DL 10.0 PSF DATE 04/12/17 edition °.erly tach t ctralshething bogienryarcheat e�o safety prior �_� gp Baa e� �� - / BC DL 7.0 PSF DRW CAUSR7175 17102044 „LILA N E --At:-eaivie�or R,o,as apps®pia.Appy mat m to 7n la a agtnw ane a a n as show Intro.In b.n p.OREGON ."plaaarioa"oaa BC LL 0.0 PSF CA-ENG BFR/GWH -7a.In„,:.or I,......,:°--co,r,Z,ri,,,,,..:.n.,c,nau mot ea 7-777-1.7,r.=a"gracnon vo,n mia _ mn o an a tN Atis, r SEQN- 103659 AN ITW COMPANY Ineta"aGon e.(Ma ng of"uasaa. AS'''.8,1*ar.wl g... w..m .�g..Ipt11o4.. a a p,.1...l.0aI.rw".."ri. 9TO'tip.YD,19� TOT.LD. 42.0 PSF reop..writge....01.1Iseaw.aerrpe. .r.. .a..w.e.w .to. ...a A.po"..l +n»e w .w..n.p.ANeN p,s,a,. t D W W. DUR.FAC. 1.15 FROM BB e351ria"".cRm Ss=1188,,CA 95818 Ulla job's general notes ssile end thee. watt e.tae-,aoaat._o.g ReneWsaaazmT SPACING 24.0" _.--JREF-1VZW7175Z06 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS A DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-D) Top chord 2x4 HF#2 (**)4 plate(s)require special positioning.Refer to scaled plate Bot chord 2x4 HF#2 plot details for special positioning requirements. Webs 2x4 HF Std/Stud:W2,W8 2x4 HF#2: 120 mph wind,20.98 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC load applied per IRC-12 section 301.5. DL=4.2 psf. Deflection meets L/360 live and L/240 total load.Creep increase factor Wind loads and reactions based on MWFRS with additional C&C member for dead load is 1.50. design. 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= We ( )= 3 _. 3 4X8**)- i -- O- @ 4X8(**)= 3-2-10 �• 5X7= - a'►..� _L 0-10-6 r 2 2 ---------.__t. 0-10-6 Pl, 4X8= 4X8= � _ *19-2-4 4X5(**)IIS W2 4X5(**)III T L2-0-0-I' 1.<-2-0-0. 1r 4-8-8 + 4 8-8 4-8-8 4-8-8 9-5-0 >� 9-5-0 a 9-5-0 9-5-0 C 18-10-0 Over 2 Supports R=948 U=64 W=5.5" R=948 U=64 W=5.5" RL=29/-29 Design Crit:IRC2012/TPI-2007(STD) 1 PR•p PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01 • F,p OR/-/1/-/-/R/- Scale=.3125"/Ft. Tr66a Cornpo eeaoforegoS (503)357-.118 "WARNINOI"READ AND FOLLOW ALL NOTES ON NIB dG4NNGI GINE 8z5N4th AYe,Comclius oR 97113 "INiORfANr" Fwuel'TMIB°""w16'To"'Lrn"'""='aBB'Nru�oweTMEl"BTu.Eer< We 4 �c Oy TC LL 25.0 PSF REF R7175-542 Te""est e" In a^.loo, y Tolland W er.=fors a .:e tic wll 1&576 TC DL 10.0 PSF DATE 04/12/17 � latest,la s dins Someone.hall ovTempora enti�ng s1 AUnle s ed.otherwise. n.. 9r peng theae oP.nY:.:. d"; provide rwl s bottom chord.".��h.w'Unless noted mchord j . ..e. ,a r o, e.l s�sl �- I BC DL 7.0 PSF DRW CAUSR7175 17102045 Ah_I�-NIS e . " * t " . " r . e .amm°t 1\ 12/2017 BC LL 0.0 PSF CA-ENG BFR/GWH AN ITW COMPANY Installation f..11a m:"srbracing'at,asses. ttm"".nrr.n.anm aviM�NS ripl�,w b rM1.nene.tniPMnp.'" OREGON -- " ��\20.1•� TOT.LD. 42.0 PSF SEQN- 103661 AN...... Orr P."/W.Oftel ,MWMw mptaeq OT gvMMoerl anal*. a e*.P.....b rWry d"O dt.lOn*Hewn. b and nu al bus Wowing ger Mtwara It M. a1s1 R"vmaCirck pen.lbelly of M.•e ,oasagnar .Sew.. ROL.U W.VW DUR.FAC. 1.15 FROM BB Sacramento,CA ssaza ,p SPACING 24.0" JREF-1VZW7175Z06 A�pwE.www alp"e�.,.".,n.rPl.ww"w.a"t�"re:wrcw w�vw tcu.d"tcry n.en Icc www,�.r. eD Rmaw.Waamn THIS DWG PREPARED FROM COMPUTER INPUT(LOADS U DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-DGE) Top chord 2x4 HF#2 120 mph wind,20.98 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=6.0sf,wind BC Webs 2x3 HF#2 DL=4.2 psf. p :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' :Rt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. See DWGS A12030ENC101014,GBLLETIN1014,&GABRST101014 for gable wind bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per engineer of record.2X3 studs require reinforcement at 70%of the Deflection meets L/360 live and L/240 total load.Creep increase factor length tabulated for 2X4 studs of the same grade. for dead load is 1.50. Truss designed to supporttop span chord checked for 10.00 psf non-concurrent bottom chord live g 1-0-0 chord outlooker s an and load applied per IRC-12 section 301.5. cladding load not to exceed 5 PSF one face,and 24"span opposite face.Top chord may be notched 1.5"deep X 3.5"AT 48"o/c Truss designed for unbalanced snow load based on Pg=25.00 psf, along top edge.DO NOT OVERCUT.No knots or other lumber defects Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. allowed within 12"of notches.Do not notch in overhang or heel panel. 4X5= 3X5: ___i L3X5= 3 . • • --,3 3-2-10 r • 1 a 0-10-6 ///////////////////////////////////////////////////////// 0 1 6 - -19-2-4 ___ 3X10(E5)ill 3X10(E5)III Le-2-0-01 L.-2-0 0a-I I_ 9-5-0 l 9-5-0 F` 18-10-0 Over Continuous Support { R=119 PLF U=8 PLF W=18-10-0 RL=2/-2 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit:IRC2012/TPI-2007(STD) •PRS PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.6 y -FFSS OR/-/1/-/-/R/- Scale=.3125"/Ft. Truss Components of Oregon (503)357-_118 "WARNINGI"READ N'IDFOLLIM ALL NOTES ON MS ORAIIIING1 ^,., GINF i ea th Av Co liroxv71t3 '""PORTANT" 'raaaSH THIS MAWR.TO ALLCONMACr«m INCLUDING THE wsruuE 6 O TC LL 25.0 PSF Trusses d F� y REF R7175-543 _ the West require extreme"""' mpones' ; Iaformati�on,by 'fenand TOPO;orsare ara ce.P'rior 19e75 ' . TC DL 10.0 PSF DATE 04/12/17 �-� L functions. :mod.« namm a:®' I BC DL 7.0 PSF �� " ^ oDetails.e� ted of n ee. `lateral."n restraint ;.,To shall ....P1.1.111...... 1.1 1'""`„'„m r�para o"' !�iDRW CAUSR7175 17102046 A O .,nl.�noted"tn.,wi"".'�� .a."`°„�coAz r^.nm a rn n.".a Pa.;Pe„a 0..12/20 7 aaM,;e""r; e",;ai acemce . a BC LL 0.0 PSF CA-ENG BFR/GWH ."� n.��"tee..."Pe".;e;"rar"",a...� – OREGON --- AN ITW COMPANY °,s."'na•o„"a`brac'.p 4t,',aes®s. '"'a"`"""`"A"s"`p"•""`"'"°""°•s"'PP'^° ..l TOT.LD. 42.0 PSF SEQN- 103663 Asoli an mm drawing or earn P.n.Wing be.*owing,Ptak seassmne.or w°rwww.OM*dno It en.20,11 ,.. �me'eNs a,.a..Ian.row..rn..emmly.na a..sm.m..Ann...ro..°aa.r.m.. V 9351 Rona Cade NNna Deakin.,P.rANEvrw+e.az O(i w_N DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 .'p1nz4o�:`^^tA: ^•_ ^_ ,LeT,�__ _�"®.e9 SPACING 24.0" JREF-1VZW7175Z06 knows Batrzon p y THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6—VERIFY,OR-El) Top chord 2x4 HF#f&Bet. (I)-plates so marked were sized using 0%Fabrication Bot chord 2x4 HF#1&Bet. Tolerance,0 degrees Rotational Tolerance,and/or zero Positioning Webs 2x4 HF Std/Stud:W1,W9 2x6 HF#2: Tolerance. :W2,W8 2x4 HF#2: 120 mph wind,21.40 ft mean hgt,ASCE 7-10,CLOSED bid Located ("")3 plate(s)require special positioning.Refer to scaled plate P 9 g. plot details for special positioning requirements. anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC DL=4.2 psf. Wind loads and reactions based on MWFRS with additional C&C member design. Calculated horizontal deflection is 0.27"due to live load and 0.27"due to dead load. 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. Calculated vertical deflection is 0.63"due to live load and 0.63"due to dead load at X=12-9-0. Truss designed for unbalanced snow load based on Pg=25.00 psf,Ct=1.10, Ce=1.10,CAT II&Pf=21.17 psf. 5X7-- di X7-- 3X5--r / ' 3X5= ,3 4X8(w")(1)= r c ` 4X8(,.)(1)= 4-0-10 r 6X8= 2 0-10-6 6X8= 6X8= _��': -- 0-10-6 3X5(* )III =- W2 2 W8 W9 19-2-5 3X5111 LT 2 IE2' ›.1 k 6-4-6-4-8 'I` 6-4-8s4 'I` 6-4-8 6a s-8 '� s 4-8 -s 12-9-0 -j< 12-9-0 < 25-6-0 Over 2 Supports > R=1231 U=86 W=5.5" R=1231 U=86 W=5.5" RL=36/-36 PLT TYP.Wave Design Crit:IR 2012 2PI 0007(OTD) 16,01. . �O PROFFS ( ) O -'91, OR/41/-/-/R/- Scale=.25"/Ft. Truss Compune�rs Mer (503)357)118 "wnRNlNor eeAoxmralavulwmesownwa DRAWING �� GI ♦v O 625N4rL Avq Cornelius OR 97113 • ,MPORTAN, "'" rglia ain.1oaug ent...ft I"� ne a% o 6k, y TC LL 25.0 PSF REF R7175-544 Trusses require extrema (vicar ng fabricating, g. m I.^.....ne"na Or....R.r•r m""a a..., 19676 y - editionthe latest e mass.In Ile Component ry emr.aion,ra bracing and 051.U,arse of practices Otherwise. ;, TC DL 10.0 PSF DATE 04/12/17 ormati,,nraoing aar aSsl. _ �aaaU.d w provide TM m�e�•� nem `ro`w er I� i BC DL 7.0 PSF DRW CAIJSR717517102047 rigid walling.g.L tions shown for Ong Intoned per scst permanent eachtceawssa:daoSitbnasshown„ossaend on AL.L Nf aD soh ENO,as applicable. i a m1Be.nan„r odrawings ag0,er"s „�,a®poaa eanramrna 12/20 7 BC LL 0.0 PSF CA-ENG BFR/GWH e.°dngang en,... bund o°,e pnsm M mnro.n.enw.,.m,ANsirrP7i,or°or nanagng.ary�pp�ng. ORECaON -- _ AN RW COINRANYInstallation nramng or nua.•es -- Awlonprsd,SWIngorOOWrpa5 lytB BP.dawlnp,I, .smgrpaelp ..nalorpVywiro '9�en.20.49�° �� TOT.LD. 42.0 PSF SEQIV- 103665 rawanalblaty mrwm®,i""d..lon.Nowa.'Ma auttabnlyandwar of this drawing rap any sanctum la ttw. - R351Rwa•ale "grw0".e^-rp-r^I'tsl^P++>s.�e. L� DUR.FAC. 1.15 FROM BB &aemmo,CA 95828 ra pa a and tnaea wan ALPINE_waswelp„a,twcorn;Tpl.www Winsto.g,WrU ..walacandostn..aam:lo. u,.,:laaa,•a.g Renews 618(22017 SPACING 24.0" JREF-1VZW7175Z06 Ir THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248—JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-EGE) Top chord 2x4 HF#2 120 mph wind,21.40 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 DL=4.2 Webs 2x3 HF#2 psf. :Lt Slider 2x4 HF Std/Stud:BLOCK LENGTH= 1.500' :Rt Slider 204 HF Std/Stud:BLOCK LENGTH= 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. See DWGS S12030ENC100815&GBLLETIN1014 for gable wind bracing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per Deflection meets L/360 live and L/240 total load.Creepengineer of record.2X3 studs require reinforcement at 70%of the length for dead load is 1.50. increase factor tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Truss designed to support 1-0-0 top chord outlooker span and applied per IRC-12 section 301.5. cladding load not to exceed 5 PSF one face,and 24"span opposite face.Top chord may be notched 1.5"deep X 3.5"AT 48"o/c Truss designed for unbalanced snow load based on Pg=25.00 psf,Ct=1.10, along top edge.DO NOT OVERCUT.No knots or other lumber defects Ce=1.1 O,CAT II&Pf=21.17 psf. allowed within 12"of notches.Do not notch in overhang or heel panel. Exterior wall shall be laterally braced for wind loads.If the bottom chord of this truss does not connect directly to the ceiling diaphragm,wind bracing shall be specified by the engineer of record.See IBC 2308.9 and IRC 8602.3 4X5= 3 N.2 g • = ` 3X5 �� 3X5= 4-0-10 - - 0-10-6 _ sin 0-10-6 T 3X10(75)tl I/////////////////////////////7/7//////3 5_ ///////////////3X10 E5 III T *19-2-4_1_ L 2' i< 2, L 12-9-0 _I_ 12-9-0 25-6-0 Over Continuous Support R=116 PLF U=8 PLF W=25-6-0 RL=2/-2 PLF Note:All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) ,EOPROF PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01.+A + C .F FkrS,O OR/-/1/-/-/R/- Scale=.25"/Ft. Truss Com encs fOegoa (503)357-.118 .'wARNINGWIEADAND FOLLOW ALL NOTESONTISDRANINGI N [` REF 87175-545 _ •m.poFt ANr- FURNISH TIMLA r MTOALLCONTR NrxuDIN ITEINSTAuE 185764. TC LL 25.0 PSF 825 N 4 Ave,Cgmelius OR 97113Trusses require Icmng.installing and bracing.serer to and follow 9 the West edtlion af SCSI<`N b'a fabricating,d handling,maden,b,PI and wTCA�for safety practices prior %, TC DL 10.0 PSF DATE 04/12/17 to performing�� top _ pa functions.m :` '�°*MT,. p �aam"a per a:s'hoveLittle.,a��aotherwise,aI` ...... BC DL 7.0 PSF --- nq d ens shown for permanent Lateral restraint a webs shall have bracing installed per SCSI e and oh o-tvzo 11 DRW CAUSR7175 17102048 A IST ON� Alpine,dMsiounless ofI enBuPdMg Components Refer drawings trussPPlY MUDS to each facts of e„�Standard Plate an etiand position as shown o,fro this OREGON BC LL 0.0 PSF CA-ENGBFR/GWH drawiAN ITw COMPANY installation failure of trusses.a in conformanceAP/SIG-PI''” '"e"d""°'"°p"g• SrR eR.2p,1991 �� TOT.LD. 42.0 PSF SEQN- 103667 I rm Mh dmRwbq w.wM pee.wise M mwa,o.I50M.1...g..n.i a pt f..Sss l R501'RRN _ A pen liwsb'arab fbr u.e daaign lir past.Tw.IYrba c.. wa artbl.er.aArq Ter am abuawre N�.e Q 8351 Row=C'uck L.•pbnraan.�g,.ealwl.tR o.rgrter p.r.walm�,s.e,s. to W. DUR.FAC. 1.15 FROM BB Soeeec,CA 95525 AI-p,NEFwwweiwnaaw W„r TO a,eb'eganaraln sbetnd„„ry.wpage and ,ICC.ww.,.web f. SPACING 24.0" JREF-1VZW7175Z06 ww'"....tpi"et.arg:general nom. .tea a n.g Rmpw.Waazan . 4 1. THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-E) Top chord 2x4 DF-L#1&Bet. (**)3 plate(s)require special positioning.Refer to scaled plate Bot chord 2x4 DF-L#1&Bet. plot details for special positioning requirements. Webs 2x4 HF Std/Stud:W1,W9 2x6 HF#2: :W2,W8 2x4 HF#2: 120 mph wind,21.40 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 Calculated horizontal deflection is 0.23"due to live load and 0.24" DL=4.2 psf. due to dead load. Wind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live design. load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase Calculated vertical deflection is 0.55"due to live load and 0.56"due factor for dead load is 1.50. to dead load at X=12-9-0. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10,Ce=1.10,CAT II&Pf=21.17 psf. 5X7= _iiL, 5X7(**)(I)= 3 3X'�' ■. _`3� 3 6X8= 2 0-10-6 _� 1 T W171 —2 6X8=_ 6X8= _—_ �;'�_ 0-10-6 19-2-4 — c W9 3X5(**)III 3X5 III i< 2' >i 6-4-8 6-4-8 6-4-8 6-4-8 6-4-8 6-4-8 6-4-8 6-4-8 12-9-0 -4.-- 12-9-0 c 25-6-0 Over 2 Supports -- R=1075 U=67 W=5.5" R=1237 U=86 W=5.5" RL=30/-38 Design Crit: IRC2012/TPI-2007(STD) .EOPRO1cFs PLT TYP.Wave FT/RT=2%(0%)/4(0) 16.01. . S, OR/-/1/-/-/R/- Scale=.25"/Ft. Thus Campo❑eatUofOregO (503)357-•.118 ••WA NINGGM•READ MD FOUDWAU NOTES'ON THMORnwlRol ( NG L'lr 0REF R7175-546 _ 825 N 4th Avq Comelins OR 97113 •I 'N•• 'NIS OR*.TO ALL CONTRACTORS MUM.°"E INSTALLERS. (.'r/ 19575 0Q ?' IC LL 25.0 PSF (Fa latest atjanan or abon, ndVVTCa)lne.ea,er.oand.Pt / TC DL 10.0 PSF DATE 04/12/17 So mudding�=on+Ponani Ss/ary�niennecon,by TPI and v✓rGnV for saiaN Pacti �o. %, taches al ahali Probe.mmporary bracing Per HCe 1. nlsse abbey aweM1N.ad.eerti e,.eo, nR bottom he„ aP .d0.- BC DL 7.0 PSF _ R°".....B,.',.�,. aHan°° .. ... .. tl. 0,�2/2017 DRW CAUSR717517102049 Af--) 'NE ',7 17-'L �n �nan,�-,1. a6r=1"aae „en�,n.N'e OREGON BC LL 0.0 PSF CA-ENG BFR/GWH AN ITW COMPANY anstallanon&bra.e m RusseeB. In con.ormanw with AN6ITPI�,o.ler hanelin9•slipping, "- A...IPa,Nra bw.11.nnon ar wrp am.b..Pp.Psl149C TWw59.rwln..npo '9 en.pD,19� e."4".1 TOT.L6. 42.0 PSF SEAN- 103670 A*an Oda ed eaten a,e~,n. d 40=a.e,�.Nw er._Ino,e..�.a,ea,aa lm. R sslRoma cele 1e`Ranalb"mart^eSuIN wl,nawparANsl.PI1Sac.:. ''4.d W•� DUR.FAC. 1.15 FROM BB Sacramento,CA 15111 Fnr n..,ra n..r..,e..n��e...,,;eb•a Nana.a.r,n�e Pn>,a an.,R,eaa wapeaaa: Renews 8130.2017 SPACING 24.0” JREF-1VZW7175Z06 Ai.pINE.www.alPinasw.mm;TPl:www y,ins�o,g;wrcA.-www.sbenau ycom,ice.www.c�e,a ry • A y THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0417248--JT ROTH CONSTRUCTION-Corbin lot 6--VERIFY,OR-ESGE) Top chord 2x4 DF-L 2400f-2.OE 120 mph wind,21.40 ft mean hgt,ASCE 7-10,CLOSED bldg,Located Bot chord 2x4 HF#1&Bet. anywhere in roof,RISK CAT II,EXP B,wind TC DL=6.0 psf,wind BC DL=4.2 Webs 2x3 HF#2:W1,W4 2x4 HF Std/Stud: psf. :W2,W3 2x4 HF#2: :Lt Slider 2x6 HF#2:BLOCK LENGTH= 2.106' Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x6 HF#2:BLOCK LENGTH= 2.106' design. Truss designed to support 1-0-0 top chord outlookers and cladding load Provide lateral wind bracing per ITWBCG wind bracing details or per not to exceed 5.00 PSF one face and 24.0"span opposite face.Top chord engineer of record.2X3 studs require reinforcement at 70%of the length must not be cut or notched. tabulated for 2X4 studs of the same grade. See DWGS A1203OENC101014,GBLLETIN1O14,&GABRST101014 for gable wind Bottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load.Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf,Ct=1.10, for dead load Is 1.50. Ce=1.10,CAT II&Pf=21.17 psf. Exterior wall shall be laterally braced for wind loads.If the bottom chord of this truss does not connect directly to the ceiling diaphragm,wind bracing shall be specified by the engineer of record.See IBC 2308.9 and IRC R602.3 5X7(R1)of i 3 3X10 .114 3 - pop 3X10(E3)III W2 1 W9100 3X10= 4 0 10 W�)_ = �� 3X10(E3)III 0-10-6 �� - - - • n : ` ��, 0-1 -6 -� __..__ _ 78-2-4 1 3X5(E3)= 3X5= 3X5= 3X5(E3) 3X5= r< 2• 6-4-8 -i_ 6-4-8 I. 6-4-8 ,t- 6-4-8 'I 8-6-0 "I- 8-6-0 -I- 8-6-0 12-9-0 12-9-0 I` 25-6-0 Over 2 Supports R=1301 U=81 W=5.5" R=1490 U=104 W=5.5" RL=34/-43 Note:All Plates Are 1.5X4 Except As Shown. PLT TYP.Wave Design Crit:IRC2012/TPI-2007(STD) ,.EO PROFFS FT/RT=2%(0%)/4(0) 16.01_0 s 1 S OR/-/1/-/-/R/- Scale=.25•r/Ft. TrueCon o UsUof0rego (503)357-2118 ""WARNING)."READ AND FOLLOW/LAMES ON THIS DRAWING �' 9 REF R7175-547 825N4th Ave,Camelius OR 97113 "IMPORTANT.. SAN.rams MAW.ToNJ-O°r^necraa'"' TIE'sr O 19676 Z TC LL 25.0 PSF the Trusses teaaca f BCSI shipping. and bracing_Refer,^„follow r TC DL 10.0 PSF DATE 04/12/17 performing sI(aulldln panan�3efery�enfore•.stian,b end WiGAUfor sef �� nless toAaAhfrkc toe dah"Locadofunctions. li hew."n•er"�n rowY n to.permanent bottom chord shall SavabraWa Installed Yenachadothesnalsn.ta coiling. aor a7 or a,o,as appy Ie.AppRpl„este„ face of truss and eudan as shown aoveandon /�' ! /• BC DL 7.0 PSF DRW CAUSR717517102050 .i. sectional., o•12/2017 ALP I V1 e Joint W'TY'rew otherwise_ ^a^ pIn=en.iino be responsible sponse plate evananfromthis . OREGON BC LL 0.0 PSF CA-ENG BFR/GWH AN IT W COMMNY drawing,.I on a braoinfailure t"build theof trusses.se In conformance with ANSI PI Y.or or nandan0 shipping. J A...l on n4 d.wl eo.IwnR tt d IndIs to�,ewt.�.,ro at.�w„qu,,,„n 'IAeA,20,00'4 TOT.LD. 42.0 PSF SEQN- 103680 8351 Rwma Circle taannnagg'b of,e aullar ei Designer ^NI See..�wO 4r,"ern"""°r”a^”ate"•"�' OL D W•N� DU R.FAC. 1.15 Sacra/mu,CA 95A2P FROM BB ALPINE- ap eawowe,TPr,ww,tain;org.WT.w,°e^;sry-c,C::„wicosate.a,p Retewawsa2an SPACING 24.0" JREF-1VZW7175Z06 ,1 , Gaklle Stud Relntorcenent Detu11 ASCE_ 7-1(1 170 mph Wind Speed, 15' Mean Heiccht, Enc used, Exposure C, hot = 100 dr. 100 mph Wind Speed, 15Mean Height. Part.'iatly Enclosed, Exposure C, Kz0 = 1.00 Be. 100 mph bind Speed, 15' Beerd Height, Enclosed, Exposure 11, Met " 1.00 4 A 13'..c,99 _ e 1 -ou A C e kx f I I k -. 11 - - --- B a ) 7r b 7 4 c )Ju 3' q ( E, L $ ,Sg 6,0,,,p S y -red. 4 _ h x�c) t � G k t L No —_ 11 (1 ep 4 P d l P P P P n A J' A I, r k I1 a r' poc 'Species I #1 / 4 10 8 2' t3 5' 9' 9" 10 1" Ll 6' 1" 14 L 4 ` 1 0 1,14 0" 90,"- --- -11S 4 11 �� ._ �� ❑ u II 1' 10• 1 0" I 1 0 14 r° Il 1� n 1I HF�P ,`_9001d 4' 7 S" A 2" 0' 7' L 11 11 10'10' 14'13, t0 114 CO" 14 C 1 k- I�. r a a l� _ �t0131 c . 5' 0 4° 8 7' 9-o' 10 2 11' 8° -�2' 1" 14' OJ 14 0 4 0 ❑ 9 Fl -Iout-herr,p -' F - 4 E 7 0' a 10' s_ 11 � �J T I 1 14 0 4 0 � 14_ ° �� - 14 B 4 F----!4' -I Standard 9 8' I I I 1 14 0 - #2 1 4 10 B S 18 0' 0 1 C i ;- 4 111 51 'i l cu ID L .tud _ 8• a / _ L__1 1 5 I 11 0 4 n 4 0• 14 4 0 1 _ '- } ;t .do d 7 6 7' 8 9 i 11 1 SO" 1 SL 1_ -j 1 `I 8- v U1 ,� #! / # 6 i 9' 9' It 1" 6 13' 2' 13 9' 1 C 14 0 I 4 0" 14 C II, p,8 s 111 lJ (- n3_ 1 ,l' 1 4' ( 1 0_ _F 13 7' 14 0 14 0 1 14 0 4 0 1 F 1 - - 1 -- �� -' 13 14 t 4 u 1 a a 0 jrJ j1 t a d a d 3 8 1 F- 7° 10' 0 11 4• 13 0' 13' 0 1 14 l7 13 '1 14 0 q _F'r L r 4 r __ 11 J # 5 9 9 9 10' 11 3' 11 4" 13' 4' 13 0" 4 7 14 7 0 14 0 1I at ret -- Q p -) 7 #/ 5 6 9 _ 7 99 1 r 6 1. z 3 7 4 0 14. to 0 4' 0 1 F� a•- 1 �r I�) #3 J 6' 9' 1' 0' 11 13' I` 3 4 0" 4 0" a C 4' drones sh Fe R t G H o (�� L r Stud 5 5` 9 L` 1 + 11 t 13 1 13 ea" 14 1 1 r -i' 4' 14' J� 4F, S c 1 S Q' - Is_ Ct redo d 3 1 IC- 4' B' ft• IP ? 1?' S 13 2'.._�. 13 0~_- 4 0' 4 1 0 .4 iJ I I.0 t- r� y.. d_. p 11 4 ( I ,1 tto tud* 0' T T 1 0. 1 4' _4' 0' I 14' 0, I 14' B' 1 14 ( J 1 b d I.bl,aep , tl h i des d 71 #m 5 j 11 4 10' 1 0' 1 6" tl ] 1 L Goblet ra criterion Notes - I 1 t radar d 1 5' 3 9' 4" 9` 11° 1 0° 1 4' O. 14 0" 14 0 14 0 14 0 1 14 0' _ #1 6 4 10' 4 Y I + 1 J a -f t 5 e4 X _ 10 10 12 + ] 10" i 14 0" 4 0' 14 n l 14 0' j C �1. C t -k y<. T Dead L 9 1 SP # _ e 1° 0_4 t0 P' + 11 0 I_ 14 0 14 0 14 0 G I a s t 0 or 115 L C #3 ' it 10 Io O' 2 1 " 14 4 0` 4 0" 4 C 0 D o rFanp plywood erw.g. ��I' ' S d .1 � 9' LO• 10 6" I ! 1" � 12i"�1-+ � 1 1 4 0' 1 14' P" j1 — ._ S a .Aar d� 5 9 8' E' 9 3.4_ 11' 7'_ L lr �'`1 _ J' 14 0' 14 C' ] F 0' 14' ,1 14' I IdabLe - gi,t"� :tt kr 1' (0 l22 .3b Trus IAt 7 gn �E <I 3 b p t 2 pc j}II Fj / /i 1 ' (� a a db at Diagenal brace option. vertM.0,1 tl, /be I 11- / - J T es. tl b - Y L I' b C I J1 '/ 6 ,�_ b t b- f a0/of wen d j maJ„rh gena M mace for 3J1i I ] -j11 11 r �menA c,-. -,-,;,ber Ch - l 1 at .4'.r>b Ne ttei- 3 aC2 I• V L ! t'I $ t t' long th i _ 4 / / r ` t 1 .lit 1 4DE a I ( � I t h a o h4 �r 1 ' diagonal I - '+ i 1 ( e . e 4 but+ ,tx demi 11. j _shown /c4 1 ce '.p' () 1�l -�r1� I I�} t 6 I _ in tette anov=. ��/'// 51 tlhll. t ii L� 1011. L*-it ret/' a 1r � \\ .- II peak,ft._t ttB de,l po sorer,r.trues lates .9n fon IFX I C p — i - upper end I - 1 1. _ .1 inl i,'1. \ I L er t /I L�7� L_ _ 7 gearfi / T Carer t o 4 l t Res,,,,/ / / / R f o .hc L g _esq - For co��..ons .Cluj re ,e t or r_+co,wee 'el' Peter lu mhor t > 0ve 1 0 r m 4 - - 190h. - 4d'acs= rns a=_r-. ee4ARNINGIelf READ AND FOLLOW ALL NOTE:,ON INIS BRAWINCa GJ IN ue °N T c e R ❑R s6 I ucas. 0 l�G EF/ Oy REF 80007-10-�11t I?•15 folio.tire latest edrtir,,KS! a y a 1 tel SRC, r 19575 'p DATE 10/01/14Lin!ess noted - 9 If1 I_ 1, \ 1L �,nstaseo per 1 properly,Nord sea,have aect,ons. RI or o ' /'-w'� �. DR WG 10SAN 14/114 4tates so ens0 Foes /,-01_111 �j ti. ,,,,p- 11 7 vj 1� m - d us appseet, 0'1 20 -- --- e�n� - - p gran OREGON 4.�!leae�MjnMr _, u7. f0 Pa v n T I - na -7 �n 20,199- MAX. TOT. o respnnsw y solely for age llstIng M rhe sWtahnty ..Nn°l e seal on this drawing or cover page design ehewe acceptance //yy �j ---_-- --- 13399LakelmeI04ve for y t ,s age responsWu,ty o e guild,❑esyner per ANSI/TPlel ec.2s rev VC� [w� Earth City,M0 63w5 1 naoawa 68002017MAX CFACINE P40' x (_Ea k Le 1DE -t-,(1 FoLet-H 'Verticals Ir ale Trus-7-1:3.1- s es I i11.K OM1:vt \i-) Ref ppre Alpi_ q t reell ffor r.ie1mp t. sizes For ,em I .ads „ I �� r01 j nnd .rd d yn for peak, \ spiweb, a d heel plates/ ._ I � Iplates `, aa f\7 , J ti1t c rt t total area ofhprleop span the /eY8 11 1 ✓(+; 2X4 r 1 E _ )} 11 tihJ \yv - \v 1 II r' k' fo - rt, Attar_ Detail I V --- '1E11,,, —_ __ "T' R for mg 'T• P I 1 i 1 rte)/ Member 1 :N1/ I �� grVI f 1 --AaL 01 �. IDI 161 _Il,i ---�DI — - �i-- '-� --1 ---,.1 V T t f L' - f g �e^.b Provide _ nnecton_ for uplift ecif'ied or the engineered truss design. ply - by :loosed en o •b appy oprlo t. Alpine gable detai J. Attach each"1 rein+orcing mepher with fed Dr N.'iI M nll� l T'�- f, ed Oebie vert col i) ltd Common 10.148 3.",nin) Mai, ct ' o c,plus length is 14 Peon top to Hotton chord. - —r- . (41. t the topend h t chords . F r eY rh t match size,- end grade of theFebR d�heoth'ng aero d N - — 1^d C 0.1 9 'n) Toenails t 4Cp Po Length Increase B Braced` ` n 'Ye top Ord - Ch, d 1t R r T T' 1 This ret tobre :reed with t H a e pra gala, detok for AS.[ 1 Mq Sz R fere.�g { II wind d. ,r.. . A ' t e P..4 37 ,�e� 11 Member AS5 6a'1. 0 it 0 es f, epIo; 2x6 1 20 1 A13015051014, A 01-051014 4110115151014, 4150 5051014, 414015051014, $1 C -10 hinM Cl ed 120 ph r +0115 4111030051014 1030- 1114 411011',0051014, 00 4150251014, 414030551514 I,ean Roof Height = 30 f t= 1.00 7 ( Sp aced 45 , AIDE 7-10 Gak C D icgn C hl Vertical 41 S 43 11 e. At SI5En 51010 A1�.115Ef\.1`110 4, A'4015f.NC 91013 4160 SEN 'd1019, P iofe g M h "',4 1 A 800 N..11O Dl4 A2C715ENC 0 L , 1/G 5 ND15 0 4 A200151111/310.1014, [ r. ( l 1.30 al l N.101,01 Al 0 0 1 ( Cl t D 0ENC10 1 A f DLI`(`t 4, J 4�'L 500500 A,11:135:::11001,001,4,,, egd FN101U1J A OO,.OE 101 4 ? t 1OE.'D tJ 4 ,164,00105:::::4 is 030P 10'014 u ? F 11 I II os 8' ul t ength 1 r 'lee epc op ate Alpine geh'e detail Per xnun ue '-f rod gable ert'cal length, _ J ilals Felting fp PROp, � wywARnn+Eiwr READ AND FOLLOW a. Or THIS DRAWING/ 4P0W 6.41'161Rrfv FURNISH DRAWING m CONTRACT-CRS INCLUDING THE INSTALLERS. � REP -ET—B I VEEP,- 19575 EE, 1� NC. .g g s • - 'yr- DATE 10/01/14 4 procticee poor to perforr,,,these eunctions Ins-tellers shal,orovYie ter,yoc,b.-acing pe... BCS in� _ Untess rated othecwise,top oho,sNall have p �- % �r DPWD -LETINI001 Al 1 �1' . tens us,s,o ee.w,e ply plextes - ear,face p.12/2017 -- _I to Lt �hN,TVA COMPANY -Fl� 3 8 F 1 _,. 00§F1914 of to re=pon� to rnAns;rvT1,or Peng. 9 +n,20,198° MA} TNT LD 60 PSF A the draping listing this wgicotes occeptanc profession. ty s� drawing RD N� = n ver for pr,r responsibility tel+ns the r the= suitability tr and TRI 13389 takehont Drive for any ctr..ctwre✓t respons+mrlttr or the Ou,ld�ng Designer per ANSI/TRI t Seca D�• 7j'-11�.. FAC, ANY Earth City,M063045 RenewsMAS. SPACING i�,UwLfltwww 1a .tw.cenT _ ,tor -A.w.urebo cus 1 gwwwec_af - -- r ASCE 7 -10: LEO mph, 30' Mean Height, CLoseca, Exoo<mupe C Common REssidentoi Gah-)ie End \n/inh Pracing BracingReguIr"ei ients - St- f'eriPins 120 mph, 3ort, Mean Hot, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 100 4p4., COPt, Mean Hgt, ASCE 7-10, Enclosed, E>p 2, or 100 mph, deft. Mean Hgt, A CE 7-10, Part, Enclosed, Exp 0, 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 stifCbock at aid-height and brace stitfback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG 0,12030ENC1010144 Top Continuous roof' sheathing Bot' Continuous ceiling diaphragm H Greater than 7'6" to 12'0' no> provide 0 -tiffbocl- at aid-height and brace See Engineer's sealed design refer endro, this detail to rooF diaphragm every sec ,letail below or For turifer, plates, and other info ation not shown refer to DPeG 4,1203OEiNC101O1 44 on this detail, X uption l 2x L-reinforcement attached Nails' 10d hox Or gun >0.128"<3"mn> nails. to iffback with 10d box or gun (0.128" x 2", mint nails 4 6" o._. I j..- -- --- '1¢i r 2X4 Bloc ;ing %vi 1 �T nailed to 1 i, g�_ I, A4S° sheathing and —�.]i24• nox �-- 1I l each truss `Mrp' 1 "� �r 7— �� —�— � H —�— �� T 1-1 �i J t \ I i LA 4 7H L #2 Ll 2 or a better �� ( I �\ Il dingo al brace. „LE/ i i � � LAttacb each end i i for 5604. 1 F C J }1 `n 1 I i ._ j f _._ (11 � ii .. i� itEll .L 1� _ jll _ (-IL- / / 7 / / / / / gontlnucus Bearing —2x6 42 a l ffbocl< attached to each Stud wi (4) 10d boo, or gun (0.123' P 3", pin,) nails �6EOPROpt ra�ua..aE�>�aruo foEE qv f+LE larres pR n+u oanvmci Er GE WHr;LEP az . LR Sr•7. G fCl f CONIR0.,T tC�.1112 Teff IN EGS. ,` �O�N��4+ �y 19576 -r --- follow She,ate,eatbort of 9 ' 19 9 $8 ' r DATE 10/01/14 � s UrVess nott,other,cse,top c,ord,,ali,,,,vt.proper.,ottteched st,ucturol sheathing rot!,botten chord /-i /r DP\'✓G G1 BRST10 014 /�"� )t1J11� B S B H 1.12/2017 L L oR/ AN ITO✓,OMPF PAY I ...1 A see!ondrawing listing rns ara.+ne,w indicates ° e 9 - °. 4n"..20,19 (�'" MA TOT. LD. 50 40f engineering a The <of 'OLD W•N any design Due., suitabilityDesignerand use r�Se�2s 13388 Lakefront Drive for Earth Gly,M083005 5or,more 1,torrnat,on se,titis,ob's genera!not,:page and these w,ID - Rerewa&30'2011 MA,. SPACING xw lore a.con. ww p -. SBnwww= _ y-s>ICE t° _ ,_, L. .` �Heint iii cHrl Henne eH �- ltl,� S on T -Rem*orcement This dr tai is to be used when a Continuous Lateral Restraint (CLR) Or T.RUIS �.. � . ls ,pecf or a -. teea to) .'altar_ i_ web R ii POr(7errel'it': O reinforcement ent method is desired_ L Ri nf. - Apply to eitHer side of web no row face. a Attcal, 7 with 19 (0.2 0tatin oils at o o c. Reinforcing oember is / \ riCate5l la minimum 90/ cl web me be length. �/ This betelonly applicable for changing the specified CLR sthownglt ly e ! s + I' o{. cepa r �r 1 L-reinconecement or scan neinaomcemerat. AI erne tate -einf rceen+ 1 c'__et n chart below ray be ca -✓ative, � L= / For minmu m alternative reinforcement, re-run design with appropriate - A VI I eircEk3rCePie,t type. T-Rein'. L-Peinf. Rb Member Specified CLR Alternative R ' .etoec emert '.1e.-`- Size, Restraint T- or l einf Scab Reinf. Cal RellOrPorr ern=n t 3 or 2,,4 1 row 2x4 1 rx4 Apply scams) to wide a e of wee. —"- Eat or 2p4 tt rows tab 0s4 No more than <1) scab per face, - I ._ -- .-. -- int c h O t 0d (0.129 x - I 2 6 t ro 2e4 1 ___ . >0at 6 'e c. cCrnc roe.0ke I,^Lsnalls I2x6 0 rows 2x6 2-2x45 ,/. ) , mrrimum 4< oyf web member length. ( I 2x83 1 row 2x6 1-2x8 I I 2,.8 2 r ws 2x6 2 RePS) 1 I .I�; AT 1IScab Reinf. - 111 1-reinforcementt einforce ental or scab e forcE ent to be same 1�� species and grade or better than web member niess specified !-erwi E:n e_ s see lEd -_ ipe. i - ' ot ) Cer to scab c )ide f ce of web. App✓ C scab to each 11 face of web- 1 so PROp, 4. '61 ...PORTANT..WALRNNI �>THSEAD AND DRAWING FOLLALL OWALL NOTES CONTRRACTORRSt IRIS INCLUDING THHE INSTALLERS. cOI ` `G v� N` �sy TO LL POP POP LP Si_Ibst. 19575 y latest,,,,,,,,,s prior ,oerForn,,ng tr,ese fur,ctions In,,,,,,,F.1nati crovide ten,ror,bracing,,,ECM g Component Safety Information,ip,1,and Seg,for spfecy %, TC DL i- R DATA 10/01/14 �` i BC DL POP DRWG DPCLB .iB 014 i� rq�,117 E 'Al'e c t n L.5 u„ess.btti nrne,w,, a°�n.°tee r,1 /2017 �! �LI L B O LL Sr 0R 05 iT1,r_oM PANe w a .,`-Q1'0. `,.,,:'..",.,`',71,'4, RP 9R+n20.+a'° 7 f TUT, D. PJF al. N(Gar s est this acceptance ° a w•engishow, The o , DUP. rA„or structure.s uw - 1338Lakefront Drive Earth City.MO 83045 ALPINE,lir Rne,,,,m T ww I _t. a SA`,nwwsn y,n,1 [ www c_.,,e g Renews 6/80/2017 S� 1�.G w loar r Gable Stud Reinf orcement Detail CSCE 7-10J 120 mph Wird Speed, 30' Hear) Height, :Enclosed, Exposure C, Kzt == LOU Or. 100 Mph wind Speed, 30" Menlo) Height, Portiolty Enclosed, Exposure C, 4 z 1 = I.00 Or, 100 enph Wind Speed, 30 Men Height, Enclosed, Exgosure D, Y-+ - 1.00 4 Bro e 1=4 - ac_e c CS b h i o 242 `6" B G k erg Brace 1) c I � � N� xa e e Ica J I � 1 p s i Gr L. �poc .1 Spec' Grade:',....„..._"°n`- 'Group 4 p R G p A Group 8 I p A G p h i p H F _.o B IC ,.p 8 A- C3_1, 8 I i11 ... r2 C H __ _. la ' I ISI P - #1 3,# 1 4---4 10 r 8 £4, 9 1 5-p '.0 700' I 11' 4" ( 14' 1 4 0" -_ 4 0" _1 -_ 1 /e2�St - r k2 l irS a l 071 U ( tlid =r 4 7' /' a , 3 _ IC 0" 1 4 4 0 4 0" 14 0 _14 -. o Imo- _ St d tl f LI" r rSt ,and 4' 'a 6 e 7' a a a"- � L k t,�tl �- y -;- 11 SO_ L 4_ 1 0" i36_9" 14 0 14 �I _ L ren h N F I rdll 1 11 6 14 a' 14 0" 14 0 �]4 6 1 0 n a 6 4 0 9 9 9 1 0 1' 4.. 3 20 1 in li-- C 14 , ) c t r Standard 4' 4 6 s 6 8 7 2" �1n - ..t,.0 d , 1t- Sto. 14 0 4 t' CS J t d 4 C t_ - 1' d 7' 9 tl 4 13 6 4 1 04 J� - -. -.-_— _- I U L 0" n 9' 6 1" 7" 8' 2 0 4 1 1] 11 7" 4 IS 0 - U _ f 3# 3 8 11 9 3' 10 7' g 1 0 1 7 1 14 0 14 14 0 4 C 1 1 Group 13 I C / 0 8 10 3 3' 10 S' 1010 1 12 1 04 0" 4 0" 14 0 _ 4 0 1 I1 p U Stud 5 0 8' 9 " 10 10" 1 12' 5' Lt' 14 0 4 0` 14 0I 14 f II _- kl 1 11 OF o I _I0 t do r 5'_0 6" I e C IC iL 12 I , 1 , 0 14 0 4 0' 14 040000 lir Larch o0th - xx SP L #1_ I_ 6 3 " 9 5` 10 8' 1 11 12' 8' 13 2 14 0" I 14 0 14 0" 14 0 #2 8 .1" I 9 3' 10' 7" 1 1t 0" L' 7"_ 13 '__- 1 o" r � I _ 4 001,__I ,L u1 y k3 5'1 7 1 I t' S' 0 6`—•r 10 11" 1 6' 3 �" L4 0' I 4 C' 14 2 , No I J I U C _ 4 0 , r _ scy tr d e ;II t!d 0 11" 8 5' I 0 b' 10 il' 1 6"r 13 0' 4 0" 4 0" 14 0 T 4 L rial C35 or " -"^ t Hn N I , 0 7 0" / 9 '1 I" i 1 11 4 1 0 1 1 14 0' -' 1 d.059`1 4,8 trws-- -9 Y i t, p SI i 1 p 41 / ) 5' 9 9 0" 10 1 7' 12 1" ... 14 0 4' 0" I 14 , 14 C 4 0 -1 I me I t r2_22. _J U 1 I� rStandard o . o 6 9' 8" 9a 3' 1l' 6' 1 It 11" I 113' 8" 14' 0' 1I4 0" 14 0^...--14 14 n, IWind goad deft _ton crit r �__ S - 108' 4 0' _ 14 0" a 0" �4 0" 4 a ��htP 7rass Detail Notes, 11' X �� __ #1 >' 0 70 0' C' 11 9 2` 4 0' 14 0' 14 0" 14 0" 4 t b 114074tough C5 II I SFS #2 4 S' S 9 10- , 0 10 Z J 1 t" I IO' 4_0" 14 0" _ 0` ] 001 d P o 52,5 (a5,1 col 7�o r Stud 13 s, 9 " H'.9` o-' 1 } q,o" 14 4. 14 c" ;a' o' e c F�o.erha�5f o�`.0 p;wo,,r`verhur,y. L T - --. 9' 9` 13 6' 12' 0" F 9" 0" T 14 1 G G __ _i _1 0000HH G 5' 6 8' I" 9' 7' 10' 9' 11' G" I 13' 8' 1 is 0'_1 4' 9" I. i ' - .4'0" 14' 0.,,A _S Hlio __..1 ..- L it 10 .0108'3.V c. Vnu.e Tus '1 -- aE ( L a 2? Diagonal bra p - e!weer,Tones 1S n _ 1 4 b /0- �— #3E l L p at 3 t l y be / II t -1-1[-'---,,T,'''''--,.. ) 18 erd zones garti b ',,tween Tore,. doubled when,ogorzt r -et l I, I l,' 1 1, 1 I T 2'-' ' I rieba yi e_ t wen diagonal a F vek56 I , h I I HI ,"I'°"4.;40-4 _. _ t h d M r B 1 I I I 1e b- t_ t F S'. 11 total Length s 1n. / I I I ' 1 11 1 I I I lL� .c I N Op I li ,v p II 1 I I 1 n o• h IIa _..� (I 5I/ better ycr ti't'Length 0hown ` /R4 b.npe dentll}t III — ,l l o � �' t r than 116II ISheater than# ;5 t 1 3X ill n ten above. l.,% double 'l 11 1 ' I , J desigp Po, xasLa �_— F u L D 4, €'0. e f t a �1 —t _1 SII '�' X--.9 is Bearing i P. Refer t e a a es g e For cona tong 0 nr -diagonal; of tlJ e.s-tl b� t �Pet, r n,dpart-of ,ert a1 web. .�r.J �� refer to �h:,rt �n �_ �r - .Vis.- 5th, n,- - uwar READ u ON 1. vts. G.5 G/tV iQ STAN ,,DRAWING u - c R UDI`!G r nt - F� ti REF ^�CF7 l� uAd12u30 safety 19675 •,,,,,,-.,,,,...,pereorgrag these aboacens Insseirecs shag,/sixe 124,3,acy gracing pwc pod. i, °IE 4 m - /� DR til 12 AENC1 10 4 -'111 1 �1'��1 , truss and pos,tion as shown alos,e and on the 0 z r o s.hs appitc.th a 0" 20.7 —__ _ _..-_ 05 ICNCHM 2#17 t .fid a _. .«r 1 ,�_e„tn tiimsvr O°.or o„o ,nn s . 4 OREGON 00 Q(12/17 trusses '41,..+n.20,t9,- 6_ MHX f DT. C.]. 60 PIE efor r - t feal on this deowIng or cover page rgiting this drawing.lesigates acceptance of t, 1 13389 Lakefront Drive for Any structut,Is the responses ty of 11,cling Designer per o W.N Earth City.MO 83018 Renews 6180"2017 1`1-0( P.ACIlNG /4.0"