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Plans k OFFICE COPY /u S r)-oIG j j t c-I o75—Sw /i? el- 4,-14 1-4 -1 22' I- 10'6" I 5'6" I• 8' —H Sl I-3 +:+—_10 4 I 21 '2" I DDI K C7 _ 1 RECEIVED _ E co AUG 16 2016 m rjni o_- . ' pNCITY UDV �Noo N "� I f` mm o I ! r�-1 /'� mm mo Q) 3 1 m \I 7o I -0 71 Z = N- Z 0) COC) I 8 1 I LI l 1 nil Iii _ � n ` zo WWII i� 3 Ci Ii ii N -gym --.1 1 E2 I LI I --- , I 1 I m I m 1 --�T� ad _ I I _ J2 MUS26 I ± - p� 2.6" J1 V - - E 0 I 9' I'= 5.10" 6.2" I 17' 1--"2------W F 49 VERIFY GABLE END VAULTED FOR BALLOON FRAME OR FLAT Customer: JT ROTH CONSTRUCTION ,-- m vv o Desc. : 22155 Lot 1 o ° 1--- W ADDRESS: VERIFY $ Z m z Designed by: BILLY BREESE yams O UI r.•a�::tea'.�'nn. .. r.. 4 Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:IVSC7175Z1114064328 Truss Fabricator: Truss ConponentS of Oregon Job Identification: 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR Model Code: IRC Truss Criteria: IRC2012/TPI-2007(STD) itso PRO Engineering Software: Alpine proprietary truss analysis software. Version 16.01. '/; F�ssi Truss Design Loads: Roof - 42 PSF 8 1.15 Duration 0 ,,t4G1NFl�`,P oy Floor - N/A �� sazsave 7 Rind - 120 NPH (ASCE 7-10-Closed) Notes: OREGON 1. Determination as to the suitability of these truss conponents for the X48 wcrle,sad+ tm structure is the responsibility/� of the building designer/engineer of a e!!Ta h' record, as defined in ANSI/,PI 1. RENEWS:6/30/2016 2. As shown on attached drawings; the drawing nunber is preceded by: CAUSR7175 Russell Tan en Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- 07/14/206 Submitted by RTT 06:43:41 07-14-2016 Reviewer: PBC $ $ # Ref Description Drawing,. Date 1 68244--C 16195058 07/13/16 2 68245--C1 16195039 07/13/16 3 68246--C2 16195060 07/13/16 4 68247--C3 16195046 07/13/16 5 68248--05 16195044 07/13/16 6 68249--E 16195042 07/13/16 7 68250--E1 16195048 07/13/16 8 68251--E2 16195043 07/13/16 9 68252--D 18195052 07/13/16 10 68253--D1 16196016 07/14/16 11 68254--K 16195055 07/13/16 12 68255--K1 16195054 07/13/16 13 68256--K2 16195059 07/13/16 14 68257--G 16195051 07/13/16 15 68258-41 16195041 07/13/16 16 68259--G2 16195053 07/13/16 17 68260--B 16195061 07/13/16 18 68261--A 16196017 07/14/16 19 68262--F 16195049 07/13/16 20 68263--F1 16195047 07/13/16 21 68264--F2 16195040 07/13/16 22 68265--L 16195057 07/13/16 23 68266--L1 16195056 07/13/16 24 68267--J 16195045 07/13/16 25 68268--J1 16195062 07/13/16 26 68269--J2 16195050 07/13/16 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - C ) Top chord 2x4 HF #1&Bet. :T2 2x4 HF #2: 120 mph wind, 24.44 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=4.2 psf, wind BC Webs 2x3 HF #2 :W1, W4 2x4 HF Std/Stud: DL=6.0 psf. :W2, W3, M5, M7, M8 2x4 HF #2: :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' design. See DWGS A12030ENC101014, 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. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 10d Box or Gun nails (0.128"x3",min.} a 6" OC. Truss designed to support 1-0-0 top chord outlookers and 5 P5F cladding on one face in area (0) only, and 24" span on opposite face. Deflection meets L/360 live and L/240 total load. Creep increase Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. factor for dead load is 1.50. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 5X10(R1)/// If' % ♦�III: � 10 T2 r: �I' 12-6-0 3X52 10 7 ; ';3X7(E3) III ,� 3X5 3X7 E3 III 0-10-0 0-10-0 i i Illik ( ) .. 18-2-4 5X5(E3)= 3X5= 3X5= 3X5= 5X5(E3)= �1 18-0-12 (0) -11'1 7-0-0 L. 7-0-0 _I_ 9-4-0 7-0-0 'I_ L. 9_4_07-0-0 9-4-0 I L. 14-0-0 _I_ 14-0-0 J Fc 28-0-0 Over Continuous Support R=131 PLF U=8 PLF W=28-0-0 Note: All Plates Are 1.5X4 Except As Shown. RL=10/-10 PLF Design Crit: IRC2012/TP1-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00_,:f;v PROP OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon A503)357-2118 '•WARNINGI••READ AND FULLER ALL NOM all inns own's' ••IMPORTNR•• FURNISH TNIE DRAMS TO ALL CONTRACTORS INCLUDING THE INSTALLERS. fp 1N ��'/ TC LL 25.0 PSF REF R7175- 68244 825 N 42h Ave,ComeLlls 0 97 13 � ��G �� Z erlatezirad Ilan IBL51 Bulldingbricetl g,Kana Flppine, talli�g and r in9.Rarer a olio. ..fp O to C Component Safety Infcrmetuan.by Tel a EGA)for safety pr. prior it/ 8329.4PE 7.0 PSF DATE 07/13/16 rming'thecca function. Installers shall p temporary per SCSI,oUlla.noted otherwise. t TC DL praperl" a d>~<11 w a properly a % BC DL 10.0 PSI Locau Ons s io�'drm lot 'onl 6a1^M1 rFecsl DRW CAUSR7175 16195058 All L� N I: e alta.GT a ae e�I,a«e:ialy pia m d aW o=dor atom a a' o a eC.n M1n I c oetail.,r,n less no Rerertc anlslx-. „;;'' 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT t Dir• a div alum of Ubu Burne truss ,econ conformance with h ANS rot raeponalbl ia;e poli AN DW COMPANY mase l Iat any failure ori a cing,trusses.r aanrora,anae cn ANsI/rplbl,or Tar n, lon9..rynd �,9 ion Tom is OREGON A.al onithl.drwlny or cover pry.I1.tlng this drools.. Indlost...ee.ptone.or professional snginwrIns 13 .t,wLY 14,20 TOT.LD. 42.0 PSF SEQN- 53949 8351 Rovana Cilde r..pen.ael�ln of the for the a,l lwnRdOe��'v "P-,AMI/TPI i ls:�z.•�p••er this drawing Ter my structure 1.w SSe11,Tar'` DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 par mor ion .,ab•a yen.ral r.p Dago a .eb RENEWS:6/30/2016 SPACING 24.0" ALPINE:er,.. p eltw.cam C TPI sumo.p nzt.org;NTCA:ww.abcir.dus y.oan, ICL s waw.iecsafe, gJREF- 1 VSC7 1 752 1 1 4 ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - Cl ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 24.44 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :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. (a) Continuous lateral restraint equally spaced on member. rd Deflection meets V360 live and L/240 total load. Creep increase factor Bottom m cord checked for 10.00 psf non-concurrent bottom chord live for dead load is 1.50. applied per IRC-12 section 301.5. 5X5= T 1.5X4\\\ 1.5X4 8 12-6-0 3X541 10 r � 10 3X7(E3) III 3X53X7(E3)III 0-10-0 l r 0-10-0 ilbs� 3X5= 3X5= 3X5= T _4_18-2-4 ` 5X5(E3)= 5X5(E3) --=--- 11'J 1.1 1 L. 7-0-0 9-4-0 i__ - 7-0-0 s=ai_-o 7-0-0-1---1-- _l_ 9- 00-0 3d I- 14-0-0 _I, 14-0-0 J Fc 28-0-0 Over 2 Supports R=1309 U=94 W=5.5" R=1309 U=94 W=5.5" RL=247/-247 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00„fT s1N. OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss ComponentsCo of Oregon (503)357-_118 ••18ARMINCI••READ AID FOLLOW ALL NOTES ON THIS IIRMINOI 825 N 4 Ave,Cornelius OR 97113 ••RIPONTAHT•• FURNISH TN IS CRANING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 5� IN A S/ TC LL 25.0 PSF ar°aaa, o.raLs`�'I ldi ab s.M1 aM1 pp eral g a d r n=. tl �� aG EFS oy REF R7175— 68245 '� I g Campo 6aPety"Informecoo, TPI'a tl RGA)>'r aTegep x Tal lax 83294PE 9 TC DL 7.0 PSF DATE 07/13/16 °pMoetl"81M1av func ana Cne��lleg^"aM1alal'Pe°aide ren rary re uceave less natetl oNerwze, f — a praperhya[ee r cur M1 atM1ing eM b°tcomc s proper a pe`s'o' "'" BC DL 10.0 PSF DRW CAUSR7175 16195039 Ail 1 J —�O N I tM1 g,.R>° o ere.; a draw :; ptT r ata a e. an � p e paint Geiai ls, laza n aaTar 160A-z Tr a°�""• 07/14/2016 A'p'ne.• aian ar In Gpil„;^a a,.-: ,6rn„p Ines._„ 61 T e„7 BC LL 0.0 PSF CA-ENG BFR/RTT AN RTW COMPANY "n;;e.iigi.an&elure ie M1al m t e rpae in aonTaresnc. ,tM1 AN6vrPl,,a° ' °;;"aM1d;;�;.°" roe is OREGON A see an this drawing or ewerr page listing this drawing, Indicates C. wCY 14,2°TA m TOT.LD. 42.0 PSF SEAN- 53943 respanaibillty anlely for U.design Nnwr. The suitability and use of Nis drwing foranyetnuotore is the S1$I ROvanaclEIC respwlbl l lty of she Building uealgnar per NISI?PI 1 ges,2. 'V8e/I Tar DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 po rora inTat a ie RENEWS:6/30/2016 SPACING 24.0" ALPINE:eea.alpineita.con[TPl cww p zt.org•RnCq:ewa.zbcinaus y.ea, ICL fewe.iceseTe.arg J REF- 1 VSC7 1 75Z 1 1 • 4 ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - C2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 24.85 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=4.2 psf, wind BC Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: DL=6.0 psf. :Lt Slider 2x6 HF #2: 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. (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creepincrease factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 1.50. load applied per IRC-12 section 301.5. *** DO NOT TURN TRUSS END-FOR-END *** 5X5==- 6 X5=6 T 3X59 10 r 1 7 10 3X5 12-6-0 3X5�i 3X10(E3)III1111 3X5 E3)3X7( III / ' (E3) 1-0-10 I- 3X5 T 418-2-4 5X5(E3)= 1.5X4 III 1.5X4 11 5X5(E3) ---- X7=143X77-- 14E------6-8-14 E------6-8-14 sic 7-0-0 'I` 7-0-0 vqc 7-0-0 I- 13-8-14 1_ 14-0-0 J F 27-8-14 Over 2 Supports R=1224 U=84 RL=214/-216 R=1224 U=84 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00.�- Truss Com Components 5Us957-2118 ...WARNING! �.;=T7 OR/-/1/-/-/R/- Scale =.1875"246 _ po READ AND NG TO ALL Nines ON S Is DR/111W r� 825N4th Ave,Cornelius OR 97113 '•IIIPOATAAT•• FURNISH THIS sMrlxs TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V TC LL 25.0 PSF REF R7175- 68246 True+e.retl"ion orr.me safety p e rprior � IN °latest a °. t (BuildingIneIIS,-.Component Safetyider Information,bracing pe H°A �aG � 09 TC DL 7.D PSF apperae me"• e: functions. Int,ll°..shall e .� per SCSI."�n7e;. pe e7;°�6° DATE '°temporary aL sszeaPe 07/13/16 ;a•° ;. L.nai.n+:hown:o�"PoCm:��:r:: °� "� " [el lig other..., BC DL 10.0 PSF ,4��Ol0 .�^°.a=enetea'o'er.eep'y p'° ° '°" •• °•n « DRW CAusR717s 16195060 J � Fe Jainc Det+ils,u Reter`e v^Ns 16Z A"'^ " "' °�I^ • 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT AN ITW COMPANY 4rawiinstal"I.cany failure °build°ch.cr.=:°un°e.conformance with ANSI/TPI 1.roger handling,shpp,ng. rr.a to i, • A.wl ant is drwinp er wwr WP.IIK4q NI•drwlny In iceS.. OREGON TOT.LD. 42.0 PSF SEAN- 53952 rwPaa.lbl 14 l.ly Tar dwlr mw.She=ll ity wd u..:=I."4 cc A`terr*•op.Sro.nt.7!"tlx 14 wLP.4,:004 0 8.951 Rovana Circle rwPpn.ml Illy of N.Aul Wino omloner ow Mil/TPI 1 Sega. 8 t DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 Car. a °h+g.ner,l n P•g +w the:e web S en Tan ALPINE:was.alpine/tw.com:TPI:mewp Rtl t.org:SRA:eew.e6°, ,st,y....; ICC:ww..iccsare..rg SPACING 24,0" JREF- 1VSC7175Z11 RiNRNG•6/.1.0n1.6 I- • ( 0716085--JT ROTH CONSTRUCTION —22155 Lot 1 -- VERIFY VERIFY, OR — C3 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SMUTTED BY TRUSS MFR. Top chord 2x4 HF #2 P 120 mph wind, 24.44 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 Webs 2x4 HF #2 :W1, W5 2x4 HF Std/Stud: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' DL=6.0 psf. :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member design. (a) Continuous lateral restraint equally spaced on member. Deflection meets L/360 live and L/240 total load. Creep increase factor Bottom cord checked for 10.00 psf non-concurrent bottom chord live rd for dead load is 1.50. pphper IRC-12 section 301.5. 5X5= 10n 3X5 3X5 12-6-0 Al '1 10 3X5�i 3X70(E3) NI111 3X5�� 3X7(E3) III 1 0-10-0 1-0-10 Ir 1 = 1.5X4111 3X5= 3X7= 1.5X4111 ' T T 5X5(E3) 418-2-4 _ 5X5(E3) t1'.1 1w 6-8-14 >4w 7-0-0 4c 7-0-0 _iw 7-0-0 L- 13-8-14 J, 14-0-0 -J 27-8-14 Over 2 Supports R=1222 U=79 R=1298 U=93 W=5.5" RL=233/-226 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00,,..,,1:, OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon (503)357--118 ••MRNINGI••Reno NO EaLOP ALL NOTES ON THIS ORANINGI 825 N 4th Ave,Cornelius OR 97113 ...IMPORTANT.. =NISH THIS dWM TO ALL=TRACTORS INCLUDING THE INSTALLERS. 40( FSS, TC LL 25.0 PSF REF R7175- 68247 •ru.ee.rew re e.tremm re.n na.I t Ing. in tanmesafety .�er.r to.nd rmn« GJ `r 1N hat..edition of SCSI (Building Component Safety Informecion,by TPI a STCA)r Cv FF oPto pcYwrtl'�e^g 11 have en ate a' rve a f neteticc practices lar //w� performing a functions. Installer."shall an ram r BCCI. Unless V per h a� e3z Ore 29 TC DL 7.0 PSF DATE 07/13/16 /11164, neer lymaec.e ea.t uecur :cnc�nper'y o BC DL 10,0 PSF DRW CAUSR7175 16195046 A D L�)�N I e.=a �d ervla:�pl Plat`o'Eea r ata :e`P;:oace a — I e°e;nt oetaue." refer .law-r f e parclena.n "IPi^`.a G e"il ^g =^t.a any d 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/GTT AN ITW COMPANY inataisatton s bracing ce nulla cna r",. in aenrerm,naa wrcnnAxsl/TPI . p 'aa°i�G..n;w,i„a1pn rr�tni fff "ngar oREood / TOT.LD. 42.0 PSF SEQN- 53954 A•«I«We drawing Cr cover Mw IIK"-Vile dr«Irp, irol«ttl=mate=of Pref«•1•ns1•rgin«rlrq / responelbl lite celery for the dee Ion Mean. The suitability•„d use of till•draw."for any.trueture I•ene �Cr 'Z�Y 14,26 0 8351 Roma Click r•pon•ibility of the Building Designer per ANSI/TPI 1 seal. 's'ae/1 t OUR.FAC. 1.15 FROM BB Sacramento,CA 95818 ar ma nn a goner,)no dy..e..n Tan ALPINE: Ipinelte.camtTPlze« p st.crg;Rfw:ww.sncintl"a ..m,,: mc°;,,,.,.l.ca,f, SPACING 24.0" JREF- 1VSC7175Z11 .org RENEWS:6/10/2016 • f THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - C5 ) Top chord 2x4 HF #2 120 mph wind, 24.44 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=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :M9, M10, M11, M12, M13, M14, M15 2x4 HF #2: :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' 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 may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT length tabulated for 2X4 studs of the same grade. OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. (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 factor load applied per IRC-12 section 301.5. for dead load is 1.50. 4X5= 8 T 10 (- 12-6-0 10 Il I i 1. 3X5�i 3X5 03X7(E3) III 3x7(E3)0111 X7(E3) III 0-10-0 III O 11x0 0 ! _ .. ! �! 18-2-4 1 5X5(E3)= 3X5= 5X5(E3) 11,J 11,J L 14-0-0 J� 14-0-0 J 1< 28-0-0 Over 2 Supports R=133 PLF U=1 PLF W=16-0-0 RL=17/-17 PLF R=128 PLF U=18 PLF W=12-0-0 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00. zT OR/-/1/-/-/R/- Scale =.1875"/Ft. Truss Components of Oregon 5031)357-2118 'WARNINGI••READ ANR ra�ON ALL NOTES ON THIS navuN®e .� FSS, TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "I FURNISH THIS DRAWING TO ALL WRRACrOAS INDUCING THE INSTALLERS. REF R7175— 68248 r�ss.e, erne re.n.a°rivc na h, n inp, Inscai ane r Rehr..ane mlw 5 G t N e ureas of (Rui ieinR Components etrsnformalon,°r TPI and RCA)fon r practices (9 EF �y TC DL 7.0 PSF 07/13/16 to edition a Installers prior °OP' i;^'rin c„accione.`or an aceroelee cern rarr bracing per Resl„�unless`nocee otherwise,� ((, 8826aF'E R' DATE performing �: properly. ee a t r en.atninR �`� r. a 9 BC DL 10.0 PSF `rain oel R � ns ho.n Pe.n r.I yea t of. n oti °i [aI iee`eerheo�l / DRW CAUSR7S75 16195044 .4[1—L ��N en. Rr nr`R,osa=epi la �Ppl.cear.: .;;�_ nr aan a o a.e an o point Uetailz.°n ":-..:::"„..%:_:."::_"w .,RW,_ °;ne.. or it 1nC.,v snp£ 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT AN!TW COMPANY drawing.an,r,failure` uild the truss in onformance achhANSvrPI°,.regi°Lar handling,sn api a.o" OREGON bracing of TOT.LD. 42.0 PSF SEQN- 53957 A..pm.lelthis drawing.r cover pegs listing thes drawing. indicates or shier dr of pr.r.alen.l structure engineering ' re.pen.IEl IItr of elythe for The eeeignDseig shape. T.eeie.elcity and use of this droning for any.tNeture i Ne wLy el'P r 8351 Roma Cilde r or u..WI Wing o..la,.r per NISI/TPI T s.o,z 4� t�'� �(0 DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 P"r m ,"n u,la�on•s a neral,w a chase.eb sen Tan.' ALPINE "'e". Pe"..`o".T"':ee.°p'ne°.erR;NrcA;,„a..slacinen,ram.om; ICC »»„.iccaafe.orR SPACING 24.0" JREF- 1VSC7175Z11 RENFWS'finono. a t THIS DING PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - E ) Top chord 2x4 HF #2 :T2 2x4 DF-L #1&Bet.: 120 mph wind, 23.43 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=4.2 psf, wind BC Webs 2x3 HF #2 :W1, W4 2x4 HF Std/Stud: DL=6.0 psf. :W2, W3 2x4 HF #2: :Lt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' design. See DWGS A12030ENC101014, 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. (a) #3 or better scab reinforcement. Same size & 80% length of web member. Attach with 104 Box or Gun nails 0.128"x3",min. @ 6" OC. Truss designed to support 1-0-0 top chord outlookers and 5 PSF cladding on one face in area (0) only, and 24" span on opposite face. Deflection meets L/360 live and L/240 total load. Creep increase Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. factor for dead load is 1.50. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not notch in overhang or heel panel. 6X8(R) III (S) Add 2x4 x 8-0-0 DF-L #1&Bet scab to be attached to one face %lk of top chord with 10d (0.128"X3.0") nails at 6" o.c. Top edge of scab should be 1.5" below the existing top edge of the top chord. i #� ' '44 �� '♦�+lis T2 Ill 1,41 I��, t` 10-5-13 10 ,�14 1 10 3X5�i n +'*44.4. 3X53X10(E3) III 4X5(R) III ° illr —j 5 5 � 3X7(E3) III r :1T0-10-0 /:_, 0-10-0 / *18-2-41.. 3X5(E3) 5X5= 5X5(E3) 1-0-0 (0) 14-3-12 1-0-0 5-9-8 8-6-0 I_ 5-9-8 -T 8-0-8 5-1-4 _lie 6-7-82 R=846 U=77 W=5.5" 11-7-0 RL=234/-234 8-6-0 —�— —L 11-7-0 R=299 PLF U=13 PLF W=6-7-8 8-0-8 'I' 6-7-8 23-2-0 Over 2 Supports a Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 :4;g:A'7clh OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-!118 'EARN INGI••READ NO ra1DN ALL NOTES on nits DRANINCI 825 N4th Ave,Cornelius OR 97113 "IT FURNISH THIS oaANINe To ALL CONTRACTORS INCLUDING TIE INSTALLERS. CF' trS� TC LL 25.0 PSF REF R7175- 68249 �latest `a req rtredition or ecsl Hulloing�I casing.M1enell aM1ipping, In ca line and rf rsafety ec end rollga �a IN ^.� w ,. P•are�m.n:1Un:�era�ro c component alrzhelnfarmatlon.by rrcaa t: C9 G F O InraM1ce�le',a :p w w� practices r DATE 07/13/16 the later ";y, �e n.b a der HCsI.orn n 4/ 83294PE 9 TC DL 7.0 PSF petera".F1 scall ti a ae.d awl BC DL 10.0 PSF sections La .,a applicable.Ter a, err t eallboteer aegl DRW cAusR7ns 16195042 A IL A N .�e�. a e,D.ae.�1I era e. plates each r er.tan r a �,. .nµ II e joint Oetai,e,unleae no r Apply ?nge,eM-�F aM1� 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT I talPine..ai.ia�on br In erlleing coaponen o cr„p Inc.ae a Tae a tla r re�• wing,any.allure tc bulla tee Taco In con.ormanee wltM1 ANsI/TPIb,,orPiorbandlpnga sM1tlPPingian AN ITW COMPANY installation.bracing ar trusses. ram OREGON TOT.LD. 42.0 PSF SE . A seal an this Ore.ing or corer peps listing tel.drawing, Indleetes.o pt.nw of prafwelowl engineering �cY A 1a4. C SHIN- 53968 responsibility wiel>ter the design.hom.ps The suitwility.reluse of this Orwing far w structure Is the DUR.FAC. 7.15 FROM BB 8351 RovaOa Citric r.m....lity of the eel Weng(*lows par ANHI/TPI,Seca. Ls e111Tar tit Sacramento,CA 9581$ Far ma jab's general n s page a ALPINE.wawi.alpirneltw.come`TP1 g w wew.tpinst.crg,■Tsai m.sbcirduscryconi ICC: sw w .lccsafe.org RENEWS:6/30/3016 SPACING 24.0" JREF- 1 VSC7 1 7521 1 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - El ) Top chord 2x4 HF #2 120 mph wind, 23.43 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x6 HF #2: 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. 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. 4X8(R)III 11 T 1.5X4 III 1.5X4� 44 10-5-13 10 r- -1 10 3X50 1111 5X7(R)III IIIIk3X53X10(E3) III _I 5 3X7(E3) III 0-10-0 %� 5 illi =► 0-10-0 +T 18-2-4 3X5(E3)0 5X5= 5X5(E3) 1-0-0 1-o-O 5-9-8 I_ 5-9-8 I_ 5-1-4 I 6-5-12 I' 8-6-0 -1— g_p_g 1`" 6-7-8 11-7-0 11-7-0 8-6-0 8_0_8 6-7-8 23-2-0 Over 2 Supports a R=1113 U=62 W=5.5" R=1105 U=62 W=5.5" RL=208/-208 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0% /4 0 16.01.00 4:Vij OR/-/1/-/-/R/- Scale =.25"/Ft. _ Truss Components of Oregon (503)357-2118 ••WARNINGI••READ AID FOUL.ALL NOTES ON THIS.NINGI REF R7175- 68250 825 N4 Ave,Cornelius OIL 97113 ••IIWfrANTee FURNISH THIS DRAINING TO ALL CORMCTORB INCLUDING THE INSTALLERS. �'��' 11V Ss TC LL 25.0 PSF gi , bri and PP,n9. In �and safety n sera. al; ,�aG q,,� o e latest an or (Building Gompcn Sere y Information,by a RICA)for f y p prior cpperrar'ai^g'e°a> InatP�ilearn•eh;.pgoe r>�b ser GGSI.` <U move y TC DL 7.0 PSF DATE 07/13/16 ay"• BC DL 10.0 PSF FF''----�N�1 ';•gtan``a n9 Lout;a.aaan c.ornaa tr °�Peceral,e. • ,','e ng �nticsl DRW CAUSR7175 16195048 A��NI; me Bae BT o GnDeseana edl1[ne.seemly lat<o Brew e1 =fir ar Stan a tla wait o s tram his drawing, . I `'Sin`Gtta,le.' 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT I p�� a i�,�,,or In ep na mg epmppnen a Groep Inn fan lB �eapan,mlepmra,ny cln rang.any failure to build ru tea truss in canformanev with ANSI RPIb1,or for handling,shipping, Is OREGON TOT.LD. 42.0 PSF SEQN- 53959 AN RW COMPANY drawi nat;on a bracing c nr Spathe. A awl en this drawing sr enter p■.Hating tills drawing, India...eacaptans•of professional.fgineering Dry , reepen.ibi l ity eal.ly for the drip,.hwn. The suitability and use of thl.drawing for any.trustere ia the ar Lr 74.1 8351 Ravens CiNe lc- r.epmlbility or the Building Designer per ANSI/TPI 1 Seca, are Tan OUR.FAC. 1.15 FROM BB Sacamcm.CA9s828 ar ma o general roe page, RENEWS; JREF- 1VSC7175Z11 ALPINE:rwa, p e;tr.eomCTPlzwrw p rg;'AIG:r.r.zbc, ue y. ICC e.vr.icoear..or9 2016 SPACING 24.0" . ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - E2 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x6 HF #2 Bot chord 2x6 DF-L SS 2 COMPLETE TRUSSES REQU 1 RED I 4 < Webs 2x4 HF Std/Stud :W4, W5, W6 2x4 HF #2: Nail Schedule:0.120"x3", min. nails :Lt Wedge 2x6 HF #2::Rt Wedge 2x6 HF #2: Top Chord: 1 Row @12.00" o.c. Special loads Bot Chord: 2 Rows m 4.00" o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15 Webs : 1 Row @ 4" o.c. TC- From 68 plf at 0.00 to 68 plf at 11.58 in nUse equal spacing between rows and stagger nails TC- From 68 plf at 11.58 to 68 plf at 23.17 4" each row to avoid spipeipg. o.c. quaridg of reils perpendicular and parallel to BC- From 10 plf at 0.00 to 10 plf at 20.94 grain required in area over bearings greater than 4" BC- From 20 plf at 20.94 to 20 plf at 23.17 BC- 1222.32 lb Conc. Load at 0.94, 2.94 120 mph wind, 23.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 1223.65 lb Conc. Load at 4.94, 6.94,8.94,10.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC 12.94,14.94,16.94,18.94,20.94 DL=6.0 psf. Wind loads and reactions based on MWFRS. Deflection meets L/360 live and L/240 total load. Creep increase JT PLATE LATERAL CHORD factor for dead load is 1.50. No SIZE SHIFT BITE 4X8(8)III [ 5] W3X5 S 1.25 [ 6] W3X5 S 3.25 __[ 7] ii1i 3.50 R 3.00 " 4X5[16]] 4.00 L 1.25 4X5[8]�i[ 6] 4.00 R 1,25[ ] 3.25 L 3.00] S S 1.25 3X5[5]i i 4 3X5[19] 10-5-13 /r _4_ AE AIL 0-10-0 Iii M ` JL 18-2-4 T :: �� \__ 0 10-0 6X8(62)=_ 3X5[6]III 5X5[7]= 8X8= 5X5[17]= 3X5[18] 10 6X8(62) X5=J- 5X5 -- 1-e----3-10-6 -3-10-6 >� 3-10-5 4-- 3-10-5 >.1 3-10-5 3.1, 3-10-5 >Ic 3-10-6--w4 11-7-0 11-7-0 Fc 23-2-0 Over 2 Supports R=8014 U=640 W=5.5" Design Crit: IRC2012/TPI-2007(STD) R=7278 U=584 W=5.5" PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00 '7kis, OR/-/1/-/-/R/- •WARNINCI••NEAR PAD FOLLOW ALL NOTES ON THIS ONANINOI �'•(TI� Scale =.25"/Ft. 5- 8 Truss N 4th Ave, of Oregon (503 357-l118 ! TC LL 825 N 4thn esofO us Olt97f 13 "' FURNISH 1111S ORB'NO TO ALL CONTRACTORS INCLUDING INE INSTALLERS. I. Ss�O 25.0 PSF REF 87175- 68251 Tr",aea � kInaNay rte a„tl 5 GINE. e latest of BGSI(Building Componennt SafetyInformation.byTPI e WTeA)r practices prior C9 Q 46 9 TC DL 7.0 PSF DATE 7pah d ,� e.�a:laa lallea^octe=.re em�alne perM1eggiea en safety ne ed otF prior 832949E 07/13/16 gi ailing. Loe �o :,!,g'"Tar,rm ,!'ming eo a I a properly e dal r. ;'„'M1 `•" p;"a / BC DL 10.0 PSF DRW CAUSR7175 16195043 ,4[1-m.�g N I� µ.Iona a ,er n e°='��d�in«eA,e� A..�.`�o aye: 'a°e�f or.,antl�a,�e'� ,��m.:ee�e�." . e 3oinc cera a°." .IBOA-z r A'pi - ri B"i'd ng�p"" o p lnp ,al dad 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT AN RW COMPANY a.ac.11.c.o&'a bras 'or trusae` wItM1M1ANeI/IPlet,rorpior M1antll Ing.Mtlpping'o"`rn"'`M1`a OREGON A...I.,,this Nadi.ng or*over p.g.ii.ting this drawing, indlestes.wespt.nco of professional.mgins.rHq r TOT.LD. 42.0 PSF SEAN- 53979 �en.Iblllrosperribilia esl.ly for the design.Nes.. The suitability end use of this drawing far any.tractor.is the SLY 14,2 8351 Roma Ciale r a of the Building designer par ANSI/TPI I Sec.2. 4s Ir Ta t0 DUR.FAC. 1.15 Sag�lalW,CAMA der $e n FROM BB ALPINE'. p eitw.00m;TP1:abs.tpinst.org,WTCA.,„e,..•M1c,nd" y co,. ICC:w„,' RENEW 5:6/3o/2g16 D" icosafe g SPACING 24 JREF- 1VSC7175Z11 ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - D ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 22.15 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind IC OL=4.2 psf, wind BC Webs 2x3 HF #2 :W1, W2 2x4 HF Std/Stud: DL=6.0 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 5.00 PSF one face and 24.0" 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 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. Fasten rated sheathing to one face of this frame. Shim all supports to solid bearing. 4X5= GM 4 (11 10 7-11-0 10 p 11111( r III , ' 7 10 111111 7i 4X8(R) III C 0-10-0 4 11111111110111 1; J 5 5 _ . 0-10-0 18-2-4 W2 R=116 PLF U=36 PLF W=17-0-0 RL=11/-11 PLF Fc 17-0-0 16-8-8 8-6-08-6-0 8-6-0 8-6-01,..._ 8-6-0 8-6-0 17-0-0 Over 4 Supports >. Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00 fir` Truss Components of Oregon 503357-'118 -t'.rt� 7� OR/-/1/-/-/R/- Scale 8252 po •MRN INGI••DEAD AIO FOLLOO ALL NOr6 ON THIS rim, 825 N 4th Ave,Cornelius O 97113 "IMpeOTANT•• Prus1IEH TRIS awlRe 70 ALL CIXrMCTGRb INC WINO THE IRSfALL ENg. '�� C S'S�0 TC LL 25.0 PSF REF R7175- 68252 Truazve repo eme c re in fend at' Ing.eM1ippina. in callindg nd r in9.Rorer a allvx lw\� G IN e lates<ed on`oPr6C61<6ulltlin9 CemPanen[5 y Information.b TPI an NLA)>• etY P zrPrior Vk,14FAp 9 TC DL 7.0 PSF DATE 07/13/16 e tlwe e',eiun.�.ranocien..cror p,la.�a,c�lac c'b'yn a eer eCaln notee eetle. f(/ 83294PE oP Proper lM1 a Pn eider empo Proper ca Qw Lec.<iona. ren era °e= ° " Pera°s1 BC DL 10.0 PSF Alsera 6,0 •' '�"`en'ry "„' •n `r w DRW CAUSR7175 lslssos2 ^ ' h Jolnt°details,un eszz v o a iz. Rerertco tlrawinga 116W-Z�or stvnaar a a ciwa `'" ��I V,��-, to"ina.• IT.mild na Pen a fire P In<.a a,l 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT AN ITWCOMR4NY anewli.t�o;.a r��na orucrweaea,craae ;n`oo„roma.noe wren"AxslrtPi'"i,o.'�r,�'n.nal�nyan;n,�,na�� rpm tn,. OREGON A seal an thls drwing or cover p.0.listing this drawing, Indle.t...ncpt.noo or professional engineering13 C TOT.LD. 42.0 PSF SEA— 53934 r.pv..Iblllty sully Tor N.malign.nem. The suitability and a..or this drawing Ter any.tractor•I.Lbs (j SLY T4,400 0 8351Rovana Ci¢Ie rwpm.lblliry.T one Building Designer per ARs„rp,1 .2, well Tao DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 Far .r n `,- see this general notes page these ISPACING 24.0” JREF— 1VSC7175Z11ALPINE: wiwoinicPl:„.wtpinzt.org:WCA,w...abcndp y.te,, CC:sites: ww l«aafe a RENEWS:6/30/2016 (0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - 81) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 22.15 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: 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 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 1.50. 4X5E I1 / 1.5X4= 1.5X4= 10 7 ii 7-11-0 � 10 6x6= 3X54, 3X5�Q 3X10(E3) III —I 5 3X10(E3) III r/ 0..10-0 %/► 5 — �1 4444 0-10-0 18-2-4 3X5(E3)se3X5(E3) 11 1 �O I_, 4-4-13 L 4-1-3 J` 4-1-3 .j.. 4-4-13 'd I" 8-6-0 ' 'l 8-6-0 8-6-0 8-6-0 8_6_0 �+� 17-0-0 Over 2 Supports > R=838 U=38 W=5.5" R=838 U=38 W=5.5" RL=159/-159 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.. OR/-/1/-/-/R/- Scale =.3125"/Ft. _ Truss Components of Oregon (503)357-2118 WA1811MG1••READ MO FOLLOW w.ROTES ON MIS owvlNcl R i -Rip', TC LL 825 N 4 Ave,Cornelius OR 97113 •'I + •• P1NIIISH THIS RFNINB TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,{�fi SS 25.0 PSF REF R7175- 68253 rm,,.e.req a tram.a re;n..brmai„g,n radii ni t.i rng.rad r safety �er..to.rad re rads ��5 �Co1NF� �O e latest editionof BCS1(Building Component Safety Information,by TPI and RCA)for •f Y pr•ctices p DATE n o performing tese function, for shall pra tar bracingper EICSI.rVUUnless noted�otc ase, U4 83294PE 'c' 9 TC DL 7.0 PSF 07/14/16 idilikh, rigid Pshown ane erM1i nd bottom sCMLocations e e. Apply o e ave bracing per id- BC DL 10.0 PSF DRW causR717s 16196015 A� L�)�N „ ons 6]sr s expel;oabef.sgpplY Pl•t`o'.,,,—::::,1...:::::::::::,":-..7-.1.7.,::__ eew ell`m f truss qr st MNPo,luan Mezebovee 1 m Joint Retails,unless n d tM1 • e Refer t s 16RA-Zmf andard place po L.., 7.Ji°,e.•d Btl;,M1;nR Capon.,m 6rotz b,m r �,;ac, f to 07/14/2016 BC LL 0.0 PSF CA-ENG PBC/RTT AN ITW COMR4NY tlnata rano on Abr.cma or trusses. r n cora.„e.cM1"ANs1rtPlbi,� 'ere.'b.wlqenrM1apc ng on Tea .a OREGON TOT.LD. 42.0 PSF SEQN- 54017 A rani an NIA arwlyR or thecoverdesign sign n. N1n drawing, IW Id we oeeytn,N.eT grfora Iy st ucture I irq r.A~pe"aibl Ilebj,oTln.ly Bulid lrq stn,. Tn..oit�bll b end we of This droving for any structure I•n.. �` w(514.20 0 8351 Rovmia CiNJe per ANSI/TPI 1 s.e.:. S •{ DUB.FAC. 1.1 5 Sacramento,CA 95828 Tor ma .en .,eb•, sell Tai, FROM BB ALPINE:raw p est.ohm TPI:www z " SPACING 24.0" JREF- 1 VSC7175Z11 met p n t.or9;YWCA:M•..ebc n,dus Y�can: ICC:w•n.l ccs•fe.erg RENEWS:6f302016 r THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K ) 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 6, wind TC DL=4.2 psf, wind BC Webs 2x3 HF #2 :M9, M10, M11 2x4 HF #2: DL=6.0 psf. :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. 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 chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches, length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (a) Continuous lateral restraint equally spaced on member. bracing requirements. Bottom chord checked for 10.00 psf non-concurrent 4X5-- Deflection meets L/360 live and L/240 total load. Creep increase bottom chord live load applied per IRC-12 section factor for dead load is 1.50. 301.5. ANLT10-0-0 •gi IIilk : 11111 11111116' 0-10-0 r- 1111111111 1-1...21.11.11!MIIIMi.....hlIMMIIMMEILIMMIIILIMIIMMEMIMPIIIMMIIIMINKMUMILIENOMMINMELEMM=i1.M.It 0-10-0 (I) 5X5(E3)m 3X5= 5X5(E3)= 3X7(E3) III 3X7(E3)Ill 1� 0 1-0-0 h I- 11-0-0 _I_ 11-0-0 J l< 22-0-0 Over 2 Supports R=122 PLF W=12-0-0 R=132 PLF U=8 PLF W=10-0-0 RL=17/-17 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01,00.' OR/-/1/-/-/R/- Scale =.25"/Ft. Truss ComponaltsofOregon (5031357-..118 '"WARN lM01••REM A151 raLON ALL NOTES ON THIS olwlRct !V AFF TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 '•11PONTNrt•• FURNISH THIS CRAVING VIN'TO ALL CONTRACTORS INCLUSION THE INSTALLERS. 4' S'S> REF R7175- 68254 Truesee req mme a re in gbricecing,M1enall an ippinp, telllna end Dr ing.Rarer to and fa llw �� G 1N�. O .latest ed,i onof SCSI (Building Component Safety'Information.by an ECM)for safety practices prix C9 4, ', . TC DL 7.0 PSF DATE 07/13/16 n 'ptl ccen.nai�ne•.er"netiat..tit.tael ^n,..1 P ins p.r iVele"unless nems e W 83294PE BC DL 10.0 PSF =[lens ea.6T er a,o.a ,,d L`dm„tp ;C51 DRW CAUSR7175 16195055 ALAN! � n eae`n��i�a«�:.�eroy platen draw rife�ter at.^a depti.n; it��,e en . i e Joinc OeGils,u Refer t s i60A-Z f late p �� [Algins.• ■a"illi^p Hsps^e a 6rwp Inoisnau 4 vct; fra tn„ 07/14/2016 // BC LL 0.0 PSF CA-ENG BFR/RTU AN ITW COMPANY asca.lata..; e^te s in wnfs manse iw AN61 Pl6rog.:nippinp,` OREGO bract, TOT.LD. 42.0 PSF SEQN- 53993 A spar an tN ly solely er atheper sign listing The 1.1.11 rIndicatesuse cr arses et gprereesionelstructure engineering Is .A3 responsibility I It,solmy far din Osoln er per The. t.&ll Ity and use a reins far aey atronnora la ve 4 -M•14.2.0 0 8351 RovanaCimle "'^°""b11 ^*the Building Ia"'g o..lpn.r p.r NNs1rtPI t s...p. &s /I Tar t DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 Per tors =^ e6 neral n e SPACING 24.0" ALPINE:aura Ipinet..eomtTPl`..,., p.stn s;NTCA:„ss.s6e,nd„s ry.t�': ice$w.w.,tesar..erp JREF- 1VSC7175Z11 RENEWS:6/302016 ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K7 THIS DWG PREPARED FROM 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :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 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 1.50. 4X5.-- ii X5=ii 7- 1.5X41 l' 1.5X4 \ 10-0-0 10 (— —i 1a 3X59 11 3X5 3X7(E3) III p 3X7(E3)Ih 0-10-0 o. .rIli ' ,� = o-10—O 5X5(E3)= 3X5= 3X5= 3X5= Ts-1—o 5X5(E3) 7-- Li J Li J L 5-6-0 —I- 5-6-0 J_ 5-6-0 f 7-4-0 T 7-4-0 I_ _i_ 5-6-0 7-4-0 '1 L 11-0-0 ,I,_ 11-0-0 22-0-0 Over 2 Supports R=1044 W=5.5" R=1044 W=5.5" RL=186/-186 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 '!;1",p1}. Trus Components of Oregon (503357-1118 e•WARNIxGIe•READ ANO FOLLOW ALL NOTIN ON THIS DRAWING! OR/-/1/-/-/R/- Scale =.25"/Ft. 825 N4t�h Ave,Cornelius 0129713 "IIgORrANr'• FURNISH MIS&MIRINe To ALL CORRAe gRt INCLUDING THE INSTALLERS. � IN 'Si TC LL 25.0 PSF REF R7175- 68255 Tr1ezee r qu a extreme r.in.tori n Intl antl toes Ing.ReV O ne f BCSI (Building Component Safety in4 rmatim,byTPI en WTCA)r safetyrpriorC!� �� 7,0 PSF DATE n latest edition a ="clued"[`cc telPaM1e ton r ing E r SCSI.` ss noted �/ 83294PE 'Q 2 TC DL 07/13/16 9Pd n .y la��tl Locwtiend 9 Ail E� applicable. Apply pates .end rndcal BC DL 10.0 PSF DRW CAUSR717s 16195054 ,,q 1' J��I� I II 1 Fe Ja`ntRotl : Boles:9 ed erw:ems Rerec plates drew arlsOPizor stands a`p e e pez shown mabove. o — \VI ' -- drawing,e .Ie iid tne "M2' ,,nY.�sa,,,,� tole r ny 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT AN ITW COMPANY c.n ec ion failure rao(ng or trusses.truss in ea, oe cb uslrtPl x,or fo.�nenm��g, nipN dg's'Tran cn'e OREGON A heal en this bra= or ewer page ding core drawing. Ingle...acceptance of Professional engineering 13 '4P u,sod° TOT.LD, 42.0 PSF SEQN- 53990 reeponaibl Iity solely for the design elan, The wltabi I Ib and use of thio drawing for any structure Is the 8351Rovana Cede respenalblllq of this gun dire neslgner per ANSI/TPI 1 Ses,g. se /l Tan's DUR.FAC. 1.15 FROM BB Sacramento,CA 95828or @ ALPINE.wemalpineite.comC TPI P at 9WCA,wry sb a wab �9 cin u y,can, ICC: www,iccsare.erg RENEWS:6/30/3016 SPACING 24.0" JREF- 1VSC7175Z11 4 ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - K2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 P 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 Webs 2x4 HF #2 :W1 2x4 HF Std/Stud: anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' DL=6.0 psf. 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. 2X4 III 3X5# 1110-3-5 10 3X5 0 3X7(E3) III ...i.e.' 0-10-0 I. , 5X5(E3)= 1.5X4 III 3X5(R)III L1' i F4 5-8-01 12 5-6-4 5-8-0 3.Ic 5-8-0 r 11-4-0 Over 2 Supports R=577 W=5.5" R=497 U=56 RL=169/-78 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00 r.S Truss Components of Oregon (5031357.2118 "MRNINGI.•REMIND FOLLOW ALL NOM ON THIS DRAWING! s��'�� OR/-/1/-/-/R/- Scale =.25"/Ft. 825 N 4th Ave,Cornelius O 97913 •.INPORTAWrof FURNISH THIS DRAWING TO ALL=TRACTORS INCLUDING THE INSTALLERS. 'y4 IN SAO TC LL 25.0 PSF REF R7175- 68256 Truaaee �uire a erne re In f brl a M1entllinR,sM1ipp ing, Intl entl brFcinsafety . Ct ` 0G FF w .latest it an of'GCSi`(Building Component Safety information,b'TPI'e RIGA) o y p "'or (4 33204PE 9 TC DL 7.0 PSF DATE ,� r P rartlmenal M1avefPraP' atfarM1Pe sanu�ural'z eitle g pare PerFaI51 evvnleu Viepri` 07/13/16 :'Ritl^eiiinR. Lavatiwa`z star Pf: :°'M1a a er RG6i �� BC DL 10.0 PSF A� �)n 1� I II na DecB Is� ersno°e':t.:-.—_—:,,„:-:::::e°P t : ar"` f P"i""Dtl DRW CAUSR7175 16195059 1 —)0I �J 07/14/2016 I ra.ine." f.TN Gd the AN /TBC LL 0.0 PSF CA-ENG BFR/GTT AN ITW COMPANY Ana aiietleo A bracing,trusses.rues.n conformance with AXsirtPi ,or'for handling, PP s, rrPm en.a OREGON r+�.a,'..ininiey dowsing or sever .a�i�listis$n"wiw.e'I'Sia'.,i�N�=er :^a drawingstructure In ' .rin.n,. �4 ``cv t/.TO TOT.LD. 42.0 PSF SEAN- 53995 6351 RGvana CilGle responsibility N the Building D.e1Gw.a per ANSI/TPI T s.P.z, "" $$ CUR.FAC. 1,15 — SAMMCAWXAMB ell Tan'- FROM BB ALPINE'.rmx.aiPineite.cvm.TP` P nt 9°nNereAl.nwwe.ab<igetl u tr yth.Pmm,web z Ice:www.,ea.f. R SPACING RENEWS:61302016 24.0" JREF- 1VSC7175Z11 J THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - G ) Top chord 2x4 HF #2 120 mph wind, 23.10 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=4.2 psf, wind BC Webs 2x3 HF #2 :M9, M10, M11 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' 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 not to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of-notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, GBLLETIN1014, & 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. 4X5= Deflection meets L/360 live and L/240 total load. Creep increase (a) Continuous lateral restraint equally spaced on member, factor for dead load is 1.50. a 7- 10 9-9-14 10 � 111111111111 3XSo� 3X5 0 0-0-0 �= �' -i- 1-2-1 T F r18-2-4 _ 5X5(E3)==- 5X5= 3X12(E5) III 3X7(E3)Ill L1'J L 10-9-7 _L 10-4-9 -J 21-2-0 Over 2 Supports R=135 PLF W=12-0-0 R=107 PLF U=16 PLF W=9-2-0 RL=16/-17 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00!ty:�Rllelc, OR/-/1/-/-/R/- Scale =,25"/Ft. Truss Components of Oregon (503 357.1118 "WARMING,"•READ AND FOLLOW ALL ADM ON THIS MARINO TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 9713 ...IMPORTANT.. FURNISH THIS RRIwINR m ALL COIfRR0TIN16 INCLUDING THE INSTALLERS. �`g ��G I N F� S�OZ REF 87175- 68257 Tr the Incest nc a edition a eme re in f,brlcponen h fling,shipping, TPI Inde end r ins.Refer c r ncsl(nuna mg ev,pp„ y Information,byTPI, rrcn)for safety p 8/ 83294PE 'I' TC DL 7.0 PSF ergib. 61erVcnl,.. <; v DATE 07/13/16 .e La lo. applicable, c `r es to e BC DL 10,0 PSF .el. T.r Naa.. tics„ DRW CAUSR7175 16195051 LI fj N I rmepply plates c .r c fPa,pci.n, rrom rn ,4(I � e;e nr o.�.,le�„nlae', e..�,. R.rer .ate.. s;concz ror.�.n. Lre po.;�tee:"�•"n ` 07/14/2016 BC LL I I f'bu the t= =graP a with t, ,n ee- - 0.0 PSF CA-ENG BFR/RTT AN ITR COMPANY mec,iiec;�.�sen.,,gne`.r build , rp°�°e""re.m.n,e w chhRN51?PI61,or�or'h,f handling,shipping, OREGON A"ul a this droving or cover page listing this dr wing. Indicates ee"pt.nae of prof ni000l engineering 14 -t, 14 zoom• TOT.LD. 42.0 PSF SEQN- 53985 r"wpen"ml na,wl.ly for v»tlewlp,shown. The suitability.,.e,,.. .drawing w..,y.e.,,n..r.1.v.. 8 DUR.FAC. 1.15 FROM BB 8351 Rogan Circle repen.lbil icy or the Building Designer per A1151/tPl i See.R. ell Tan e Sacramento,CA 95828 P.r mo r,l n che,e we NLPINE:www, pi eicw.c.m TPI zew. p se. s�4TCAww..sbcinau y,rn,, lee c sww.icesere,arg RENEWS:6/30/2016 SPACING 24.0" JREF- 1 VSC7 1 752 1 1 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - 61 ) Top chord 2x4 HF #2 120 mph wind, 23.10 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=4.2 psf, wind BC Webs 2x4 NF Std/Stud :W2, W3 2x4 HF #2: DL=6.0 psf. :Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' :Rt Slider 2x6 HF #2: BLOCK LENGTH = 1.500' 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 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. 4X5= A T 1.5X4\\\ -1 1°1 1\ 1 9-9-14 10 3X5 3X5 3X7(E3)III 0-10-0 2. _ _ 1- T •- U. -- 1 18-2-4 1 3X5= 3X5= 3X5= 5X5(E3)= 3X12(E5) III L1...1 5-8-0 5-1-7 5-1-7 5-3-1 7-4-8 6-9-15 6-11-9 l- 10-9-7 _L 10-4-9 J 1< 21-2-0 Over 2 Supports R=1009 U=60 W=5.5" R=932 U=47 W=5.5" RL=174/-181 Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 :f.-; , _ OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-2118 ""WARN INGI•• AN) u READ AFOLLOW ANOTES oN\NIs DRAINING' _ 825N4thhAve,ComeliusOR97113 ••INPoaTAxr•• PUNNIwTxIpORwlllpTgALLcaErgACTmglncwlNe7NEIN6TAUERp. �`� ,,,x'IM�l• 0 TC LL 25.0 PSF REF R7175- 68258 ration, ng and bracing.ears t followM/ �P li, TC DL 7.0 PSF DATE 07/13/16 latestthe extreme emeI`are;in fabricating, handling, souping,by tails ■nd r 83294PE chord shall ham ac properly attached Installers duralall sheath temporary bracing d steal l hove a ed e, �- laiperformingl Lo s r pe structural prat sheathing ralnt of w properly a BC DL 10.0 PSF I� Iola ceiling. ns M1 e11 nbracingplc attached DRW CAUSR7175 16195041 LI EI N I E stions eta>s,unl as noted applicable. R lateral [c a each 1G Acle and epute a from this,4Joint, Details,unless otherwise. Refer to drawings l not truss sstandardplata any deviation "T•" on 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT the n division or ITV Building Components Group Inc.nYshell not responsible for any tlevia[ion AN ITW COMR4NY tlnpcali.ca�aabra��ne ebuild [r„pne.. r n e ror..nn ,tn ANsl rtplbl.nr for handling,snipping, OREGON . A seal on NI.arslny or cover sego listingstsb drawing, .. ing, indisst .eegesnce or professional engineering �` `VLI14,200° m TOT.LD. 42.0 PSF SEAN- 53982 8351 RNvang Ci¢le reasenslnlliq of the 0 IA,,Oa�lgn.rr pa.ANSI/Psuitability,. use of this drawing for.,q,.G„tur.I.tl.. S'oil Tar' DOR.FAC. 1.15 FROM BB SacrdmmIYCA9i82B For.n information acsnnaraln «.bsites:sRENEWS:6,30/2016 SPACING 24.0" JREF- 1VSC7175Z11 ear. p eit..canTPIreap st.prg;VELA.vyr.zbcintlu ry. ICCww..lcaafs,p g A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - G2 ) Top chord 2x6 HF #2 Bot chord 2x6 DF-L SS 2 COMPLETE TRUSSES REQU 1 RED I t Webs 2x4 HF Std/Stud :W3 2x4 HF #2: Nail Schedule:0.120"x3", min. nails :Rt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.652':Lt Wedge 2x6 HF #2: Top Chord: 1 Row mm12.00" o.c. Bot Chord: 2 Rows m 4.00" o.c. (Each Row) Special loads Webs : 1 Row m 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 68 plf at 0.00 to 68 plf at 10.79 in each row to avoid splitting. TC- From 68 plf at 10.79 to 68 plf at 21.17 4" o.c. spacing of nails perpendicular and parallel to BC- From 10 plf at 0.00 to 10 plf at 21.17 grain required in area over bearings greater than 4" BC- 1223.65 lb Conc. Load at 1.44, 3.44, 5.44, 7.44 9.44,11.44,13.44,15.44,17.44,19.44 120 mph wind, 23.52 ft mean hgt, ASCE 7-10, CLOSED bldg, Located anywhere in roof, RISK CAT II, EXP B, wind TC DL=4.2 psf, wind BC Wind loads and reactions based on MWFRS. DL=6.0 psf. Deflection meets L/360 live and L/240 total load. Creep increase factor JT PLATE LATERAL CHORD for dead load is 1.50. No SIZE SHIFT BITE 4X8(R) III [ 5] W4X5 3.75 L 1.25 [ 6] W3X7 S 4.25 [14] W3X7 S 4.25 Ii [15] W4X5 3.75 R 1.25 T 10 I- -in 4X5[5:10111111111111111 X5[5] 4X5[15] ir 40 9-9-14 3X5�� 16kb 0-10-0 /m1 . �� . i 1-2-1 -_: 18-2-4 6X8(B2)= 3X7[6] III 8X8= H0508= 6X8(E5) Ill 3X7[14] Ill IE---5-4-12 + 5-4-11 + 5-4-11 4, 4-11-14-----i.-I L 10-9-7 _I_ 10-4-9 -1 Ec 21-2-0 Over 2 Supports >I R=7075 U=573 W=5.5" R=6817 U=554 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01.00 sfvFMDP.� OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Components of Oregon (503)357-!118 ...WARNING t'•READ run FOLLOW ALL NOTES 011 IRIS oRAtIN61 .c t1'Si - 825 N4th Ave,Cornelius OR 97113 "I '�" RIMIER THIS DRAWING TO ALL 1 MEPC OR.INCLUDING THE INSTALLERS. �`rr5 aGlN E� �0 TC LL 25.0 PSF REF R7175- 68259 „..ee the latest, tedition ofrema care In fabricating.handling. c I and to manal these functions.(Building Inst Clers Safety In temaptlen,by TPI nTCA)rfor"eafag. eY practicesfer to.fla Installers snail fetyIIn Information. 7C6). rnlaf.noted a�/ 4`83294PE P 9 TC DL 7.0 PSF DATE 07/13/16 T cetlling.l':=7":::::7,::L.:77;47,`:Frau,m etrP't=ra�'.�z ar ab Hord.. .pr,per"• /' n:': BC DL 10.0 PSF DRW CAU5Rm5 16195053 ,4I1 P�N I,0111164, � 7,7,-::-.t.°7.„.."......--0,'",,-.. eatl�. a.g, �;e=n::°:::„7.-_-,;.„:.".70:aeo« a a. e o= °rat. a�a a �. ° �r t,a e�e,nt Dasa,." erisaA- a'uan,." 07/14/2016 I , tnlp�na.. f ITR. Ina.is all n.t ,a;blaP,' . -'" BC LL 0.0 PSF CA-ENG BFR/RTT AN RW COMPANY �n w.lotion,a bracing.trusses.vwe.n am,ro.enae archhANs vrPlbr,rPar Hanelg,ab�pphg�g" OREGON 73 �,CE a. C TOT.LD. 42.0 PSF SEQN- 53988 A rel an thin drawing or teed Peg,listing The t.I�, Indicates,,emend of n 1%arelenel engineering l rq ` 014,20 3351 Rama Circle = :dirty of the Builthe ng° , pa AIK suitabilityPsad use MIs ar..ing der amy ti I.�. sell Tan i DUR.FAC. 1.15 FROM BB Sacramento.CA9sUA RENEWS:6/302016 Orno ;P, •gee g.neraln rl. .ab SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:a.a 1p lnelta.com CTPI Svae p WC,,°rg; waw.sbcineuscr y,can; ILC swwx.icesafe.ar9 e i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - B ) Top chord 2x4 DF-L #1&Bet. 120 mph wind, 22.04 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chard 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC UL=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :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. Calculated horizontal deflection is 0.17" due to live load and 0.24" due to dead load. Truss designed to support 1-0-0 top chord outlookers and 5 PSF cladding on one face in area (0) only, and 24" span on opposite face. Provide lateral wind bracing per ITWBCG wind bracing details or per Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge. engineer of record. 2X3 studs require reinforcement at 70% of the length DO NOT OVERCUT. No knots or other lumber defects allowed within 12" tabulated for 2X4 studs of the same grade. of notches. Do not notch in overhang or heel panel. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind applied per IRC-12 section 301.5. bracing requirements. (S) Add 2x4 DF-L #1&Bet scab to be attached to one face Deflection meets L/360 live and L/240 total load. Creep increase of top chord with 10d (0.128"X3.0") nails at 6" o.c. 4X5(R1) factor for dead load is 1.50. Top edge of scab should be 1.5" below the existing top edge of the top chord. JT PLATE LATERAL CHORD 4.ViN488 � No SIZE SHIFT BITE � � X4 �i4% [19] W1.5X4 S 2.50 (S) 2x4 x 6-0-0 I 40`;,',! (S) 2x4 x 4-0-0 I+. ,, Iii 4. Air • 111 7-8-810 � 3X5 9 1111;t3X5 3X7(E3)III �:1 3X7(E3)III 11,11.0 0-10-0 La 18-2-4 5X'( 3)-mwjmim, 1.5X4[19] III• ,5XE ( )_ (0) (E1 n,-I I 10-9-12 R=961 U=42 W=5.5" L.. 8-3-0 L 8-3-0 J RL=175/-175 —� R=217 PLF U=13 PLF W=4-11-8 lw 16-6-0 Over 2 Supports Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 ' t,!1,PW p OR/-/1/-/-/R/- Scale =.3125"/Ft. Truss Components of Oregon ((503))357-2118 '•Mm1INGIs•READ Pm MUDS ALL NOTES ON THIS DRAWING! .ct' f°s 825N4d1Ave,Comus01297113 " W IYPrAXI"• FURNISH am NeTDLNrrusiaxsiNu.uolxDTNE1Nsn1u.ENs. p 4GINE�� 1:0 TC LL 25.0 PSF REF R7175- 68260 Coma= Tro.ees r e r.In labric.c bp,b Ina.abipping. In c. �g ane r Inge.�eler cn anE feilou the an o BM (Building Component 6 y Information,e TPI an .TCP)for ar y practices prior W a32e4PE ./.. TC DL 7.0 PSF ..w have ached ural 0 temp ram order el l `°Riese perm DATE 07/13/16 og�o a _ e structural sheathing and t a properly a /" BC DL 10.0 PSF Ie cel ':r'71;07::=7=1:7"747; oortlonc properly art. res c res ai c of we `:emend'�� ins:""=.:':.:ttDRW CAUSR71 75 16195061 ,4 �.an.ea.geT or eioeas n cPe ,aPpP p'ate'rn.ace .a or emn a w a rpm tns ""`°"' `f'r e eraw'ngef16OP-� : 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT t dip,"e.a e.,,ai�,of le 6Pi ,ng�Papne�bra, n. an...�t a raap�n,� P.an AN ITW COMRhNY e'as.eac��.cra..ns ofc leases• r ro..a.n� ,cn PRsi rtPiei,ar for e,�m eng.Peee "! OREGON . A seal m this drawing or rover pew nscing this drawing. Indio...m.pemw e.or pr ..•ienel engineering 11 -t,LY14,20th a TOT.LD. 42.0 PSF SHIN- 53941 8351 Roma Cide ,:.�eieiiicy or the Building the dollen , par NISI TPI 1 SSyea end we or tel•drawing .�a eep.i•the seep Tan a DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 veg. mrd inform. n c^oe norm n page wee ALPINE: .e lP incite.com eTPl awaveP i. 9al.rtP',wr.sbci u Y.cam. ICC:ewe.i rewire,org RENEWS:6/30/3010 SPACING 24.0" JREF- 1VSC7175Z11 I 7 a THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. (0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - A) Top chord 2x4 HF #2 120 mph wind, 21.10 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=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :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. 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 chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. Do not notch in overhang or heel panel. See DWGS A12030ENC101014, 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 L/240 total load. Creep increase factor for dead load is 1.50. 4X5 - 4\ 1 101 i �� ii 10 i il 5-10-0 3X53X5 , II*A * 00-10-0 -10-0rem , +18-2-4 5X5(E3)= 5X5(E3) 3X7(E3)III 3X7(E3) III Lr 6-0-0 . 6-0-0 J I` 12-0-0 Over Continuous Support a+ R=123 PLF U=17 PLF W=12-0-0 RL=11/-11 PLF Note: Ali Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00;;'-'..Pin OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-!118 'e�ARNINGI'•READ ANO FOLLOW ALL NOTES ON TRIS ONOINOI — 825N4th Ave,Cornelius OR97I13 ••1�OTTANT•• FURNISH THIS CRAVING TO ALL CONTACTORS INCLUDINSTHE INSTALLERS. ..��aG1N4. Si02 TC LL 25.0 PSF REF R7175- 68261 Truasae r eme ra in feGrl ucinM1andlin sM1lpping. Insall and r to mtl Tmr, _ he latest edition of SCSI(Building ComponentSafety Information.Ey TPI and RCA)tsafety practices p (V 83294PE 'I' TC DL 7.0 PSF for permanent preaitl.t ry Eraci�'per have bracing as 9 DATE 07/14/16 �I----��1 igitlhceiling.ELocations%nm.n "`ralrestraint off..Eshell h Called perECS1 m. BC DL 10.0 PSF DRW CAUSR7175 16196017 ALPO N I� „ Ions B3,B]or es appl io E .SPla w •`•b`Zo ar stands tl•It!coin zit enzaboveru n 7...'.::7.°::::......::-.;;;;:.17::-.-,::-.....::':',.:: •'BDA 07/14/2016 BC LL 0.0 PSF CA-ENG PBC/RTT I Ino-fan I t responslbla for anycimn is f n�re to w .tr„aa in lm AxRI rtPiEi OREGON AN ITW COMPANY .n.t.1 1.e.on A brating or trUSs a cen•mrm.nn.e .er Tar M1.ndl.ng,eM1°pp r TOT.LD.LD. 42.0 PSF A seal this er cover p.gs listing this drawing. Indicates acceptance of profess4 professional engineering SLY 14,201 o SEQN— 54019 t,ssl.ly fpr the design!Omen. The suitability end"se.r this drawing for any structure Is v,. ell Tan's DUR.FAC. 1.15 FROM BB 8351 Rm..CiiGe ree ., pen.iblirty or the Smile .Designer per ANSI/TPI T See . $ Sacramento.CA 95828 Ecr me ion JoE'generai ra .eE RENEWS:6/302036 SPACING 24.0" JREF- 1VSC7175Z11 ALPINE:.w. p cit".tom CTPI fres p z.m g;RCA:w.e.sEs nMus ry,ae, ICC seww.IccsaTe.mrg THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - F ) 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=4.2 psf, wind BC Webs 2x3 HF #2 DL=6.0 psf. :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. 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 chord Provide lateral wind bracing per ITWBCG wind bracing details or per may be notched 1.5" deep X 3.5" at 48" o/c along top edge. DO NOT engineer of record. 2X3 studs require reinforcement at 70% of the OVERCUT. No knots or other lumber defects allowed within 12" of notches. length tabulated for 2X4 studs of the same grade. 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 L/240 total load. Creep increase 4X5---. factor for dead load is 1.50. Imo, 10 I 110 11191 • 111116„3, il II orriAliP 3X50 3X5o� 4-7-0 X7(E3) III 3X7(E3) Ill L -- N—N—W— —U--- +9-1-2 e - ___ Y 5X5(E3)= 5X5(E3) Lc i' L‹ 1. >I le 4-6-0 I 4-6-0 ,I 9-0-0 Over Continuous Support R=124 PLF U=28 PLF W=9-0-0 RL=11/-11 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP, Wave FT/RT=2%(0%)/4(0) 16.01.00,;;e7.Peep OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon/503)357-1118 eeWARNtNGIee ma spa raw ALL NOTES ON THIS DRANINOI .( as 825 N 4th Ave,Comehus OR 97113 ..IFORTMRee FURNISH THIS Walla TO ALL CONT ACHIRs INCLUDING THE INSTALLERS. `G> 4 G`IN enn',4„,. TC TC LL 25.0 PSF REF R7175- 68262 Trlaze.req ire ex eme re in fewi ac ing,shipping, In tel ng aM r Ing. c ollvw 4-r aCSl i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - Fl ) 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 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. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. • 4X5= III 101 10 3X5# 3X3(R)= 4-7-0 3X7(E3) III ' ' 1-8-0 0-10-0 IN= IIIIIIII000lv ‘ ii m� — I 9-1-2 r 0=- 3X5= 1.5X4 III l< 1' ›.1L 5X5(E3)= 4-6-0 3-6-0 r 4-6-0 3-6-0 L 4-6-0 J_ 3-6-0 8-0-0 Over 2 Supports >1 R=431 W=5.5" R=348 RL=28/-73 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00.0. - OR/-/1/-/-/R/- Scale =.5"/Ft. _ Truss Components of Oregon (503)357-1118 ••WARNINGI••READ NO FaLLOM All KITES IN Tins MARINI 9 RgFEs TC LL 25.0 PSF 825 N4 Ave,Cornelius OR 97113 ••IYgRNIT•a FURNISH THIS°KAHN°To ALL CtllTRACTORN INCLUDING THE INsrALLSRs. .( S� REF R7175- 68263 Trow. extreme pare in fabricating,handling.,hipping, tai and bracing.Refer t follow s5 �aGINEF,. O the latest edition e gor acs (Building Componensafecy Information.by'TPI'a d•TCA):r rest s prior �(ry y TC DL 7.0 PSF DATE 07/13/16 to chard shall have funoperly attached permanent lateral s temporary W r Bell.for lese`n ea otherwise,Installers 892G4PE rigi top peM d ha a properly t n d.true sheathing ee I hese erly a �i 9 Locations a r era Tee w bracingpl installed Bcsl g/ BC DL 10.0 PSF DRW CAUSR7175 16195047 Ail F)fl N t tone�.aT or unless010, I iother i= Refplaer to to f or stare rd tie , wer t the Details,unless noted of tM1 e. AApp'Refer c 1600.-2 f standardplate positions. I N Building Coaponente group Inc.shall any 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/BTT drawing,adivision f gilurrepto build he trues In conformance with AN91/TP1 .1 responsible for shipping, - OREGON TOT.LD. 42.0 PSF SEAN- 53997 AN ITW COMMNY indta Ilati�s bracing of trusses w c or for handling.sM1ipp A seal en thle drawing or=reef page listing this drawing, Indicates acceptance of professions,engineering oc reeponelbl Iity solely for the design Hewn. The suitability medusa of this drawing Ter aro.etrudture is the ( `V LV 14,2O t 8351 Rovana Ci21e rempownbility of the Wilding Assigner per ANNI/TP1 1 see.•. Gp t� DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 For more information his fob's general n these web sites, `4@!!Tao ALPINE'.rwa.alpineitw.com;TPI:ww.tpinst.mry;■TCA'.ww.s6cindustry.com; ICC:wwa.,cceafe.org RENEWS:6/90@016 SPACING 24.0" JREF- 1 VSC7 1 7521 1 1 1 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - F2 ) 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 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. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 4X5= , 10 F /-1 10 64 3X5 i 3X3(R)= 4-7-0 3X7(E3) M 1110111111111. 1-8-0 0-10-o ism N�,, +9-1-2 i i 5X5(E3)=- 3X5= 1.5X4 III r 4-6-0 4-6-0 '1"` 3-6-0 3-6-0 I_ 4-6-0 ,I_ 3-6-0 J 8-0-0 Over 2 Supports R=353 R=353 RL=59/-55 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00. .Sr.,,_ OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-2118 •'MRN IMP m•READ NO GOLLOB ALL KIM ON Tuns URAMIROI 4 825 N 4th Ave,Cornelius OR 97113 "1M �T" ' THIS DURING m ALL CONTRACTORS INCLUDING THE INSTALLERS. :S Ss� TC LL 25.0 PSF REF R7175- 68264 Trusses req extreme care In fabricating,handling,shipping, in taping and bracing.Refer t fellow 5 G.N F DATE 07/13/16 ttc.he latest edition SCSI(Building Component Safety Information.by TPI an IlTCA)f s prior 'C., /• ZBaPE�' OZ TC DL 7.0 PSF tope' d hall rforming havefproperlyyattache'ers structural sheathing heaall th tan Ingo ddper all h o hide. a V 9 ,411164, gid ' Locations d for rainzecr mt:ebom otherwise. 6.I -./ BC DL 10.0 PSF A(h ,IIN T. the Anne ceiling. , unless as applicable.his.Apply Refer to each ase for standard pos shosm t ens.above and n DRW cA06R7175 16195040 Il T. a Joint 3.8 for unless n otherwise.e Refsr to to Bich face ar f tAlpine.. f ITY B ping Components Group Inc.d any de 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT It AN6l PI°,. or" dl`ng.shipping, TOT.LD. 42.0 PSF SEQN- 54000 AN ITW COMPANY dramli.tAmy failure nt a ui ldathe,truss.conformance with OREGON r�a.inliib Griming f r cover a de. listingm. this drawing, Indicates use of this drawlnyrpfr�any stn dein'.'.Is u. �0,0 SLY 14,20 0 8351Rovana Circle r..pm.iblllty or u.Building w.lan.r per ANSI/TRI a E.e.2. v segg Tao t DUG.FAC. 1.15 FROM BB Saerammto.CA95828 Per m on°eJobs general n these web sites: ALPINE:www, p eltw.enn:TPI ..p st.org:.OA:wawsbe,nd� y.son: ICC: WW.Iesaafe. g SPACING 24.0" JREF- 1 VSC7 1 75Z 1 1 RPNEWS:6/302016 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 6 DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - L ) 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 8, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member load applied per IRC-12 section 301.5. design. Deflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 4X5 Ill 3 I 2-3-14 Mi ft . 90o PE 1.5X4[9] III 2X4(A1) 1' >i 7-10-4 'I.1z 8-0-0 Over 2 Supports R=426 U=19 W=5.5" R=326 U=17 RL=37 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0% /4 0 16.01.00.!,,an,;,_ OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (503)357-1118 a"WARN ING!'"REM AND FOLLOW ALL tars m nils OWNING! FL ' E 825 N 4th Ave,Comehus 011.97113 ""INPoRTMrfa" FURNISH THIN CRANING To ALL CGNTRACTCDS INCLUDING TIE INSTALLERS. ,��'i S4'4 TC LL 25.0 PSF REF R7175- 68265 Trusses require extreme re in fabricating,handling,shipping. installing and bracing.Refer t follow ey G I N F Q the latest en ofrBe6!`(Building Compo t Safety Information,byTPI a ICA)r.r safety Pr. spr,or �C 4 'M,p a TC DL 10.0 PSF DATE 07/13/16 ,. performing hord shhallbhav properly mched'ers shall rstr c°.ceshe ,nd o b e CSI.Duple..noted ee. 882B4PE ANP a p..tiony.. Ins sheathing bottom a proper'!a Lxatims. fpr raI res ai f web :°1„ brae':g i :hBC6i a"7 BC DL 7.0 PSF 11 �� „eu°�»Ba.B�°r B^nesssna.�e�;elber.otherwise. Platen a•a.`"n`•`r °r standard tion a t�s. yTd en _ DRW CAUSR7175 16195057 A `Joint Details,° e Refert drawings splate ns BC LL 0.0 PSF CA-ENG BFR/RTT 1 =Alpine., f ITN Building e s Group Int..au,e any d 07/14/2016 h"Anslrtrli.fo P o sib. shipping, TOT.LD. 42.0 PSF SEQN- 54010 AN ITW COMR4NY drawing,any failure t build the.truss inconrormance w, OREGON . A seal an this drawing or cover pegs listing this drawing. Indicate Aetaptanem of prefea.ianal enginering mei:mm.2111[y solely for the*Ian ebb. The suitability endues of tri.drawing for aro structure Is the (�, `T/CY 14,20. 0 6951 Rovana Circle reepowiblllty of the Building Designer per AN61rtP1 1 Soc.g. *eel! t DUR.FAC. 1.15 FROM BB Sacramento,CA 95828 more information this Jobs general n page web Tai ALPINE aew.alpineitw.coe;TPI!see ICA:ww.shol s y on; IGG:wmw.inteafe.org SPACING 24.0" JREF- 1VSC7175Z11 ROM,'6/30/2016 f 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - L1 ) Top chard 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=4.2 psf, wind BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member not to exceed 5.00 PSF one face and 24.0" 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 Right end vertical not exposed to wind pressure. notches. Do not notch in overhang or heel panel. Provide lateral wind bracing per ITWBCG wind bracing details or per See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind engineer of record. 2X3 studs require reinforcement at 70% of the bracing requirements. length tabulated for 2X4 studs of the same grade. 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 1.50. 3 r— I III I W1 2-3-14 j O ^^ 4_9-0-0 //////// ////// / 2X4(Al)_ 1' Fc 7-10-42 8-0-0 Over Continuous Support R=108 PLF U=35 PLF W=8-0-0 RL=12 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: 1RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 '" --�r OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (5031357-1118 ••WANNINGI••READ Mn MUM ALL NOTES 01 THIS DRNINSI ,' ES 825 N4th Ave,Comehus OR 97113 "IMPORTANT•` RANIER THIS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. y�C GIN S� TC LL 25.0 PSF REF R7175- 68266 e;eceeted f ECSI(e,i iaingeComponent Safety Information,by lend YI'CA)for safetypractices p ,,, � EFS a2 TC DL 10.0 PSF DATE 07/13/16 "PPe I.n linee<rp'op ..c.o�cPel.e�e ,z a ina ,.,elb.,e prior kl 832B4PE y rol itic iLaeacionserele t h tl < in9 e "h r`eall� rhgCsl ,4 —l� I o tl .'RT er ^veene�l ioebe.; PP`;Ie«,�ae "o pr 4Lentl tl®itlenie 1On5 �tl<h• BC DL 7.0 PSF DRW CAOSR7175 16195056 e mint D.<ai ie.P < R<rer ;gDA_z: pias PP 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT Alpin - .ITO S"neing caeponen.6rwP Ino..nen,ac a r<aPPnarole ra.eny a<�iatipn OREGON installation z [ airy the cryo`in wnformence wicn bI ar Yer he a in hiPPln9. TOT.LD. 42.0 PSF SEQN- 54013 AN RW COMFVWY in.cel.ci •brae',g a c aa<a t A seal on thisdrawingSr ewer p.P listing this drawls.. indicates acceptance St profwlen.l engineering 1$ `'LP 14,1004 responsibility solely for the alp,.how,. The suitability end u..of Crite chewing far any structure le the S DUR.FAC. 1.15 FROM BB 8351RovmlaCimle responsibility of the Building Designer per ANSI/TPI T Sea.2. Sell Tea SacrameAlo.CA95828 pr m" ia„ .Sabee g•narel c reb ALPINE: .alpineitr.com.TPI: e ewes p sora;0/CA:w.w.zbeinnusc y corn: ICC:rms.IPosefe.org RENEWS:WOO/2016 SPACING 24.0" J REF- 1 VSC7 1 7521 1 f 3 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J ) 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=4.2 psf, wind BC Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: DL=6.0 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 A12015ENC101014, 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. 11j 10 i W1 5-8-5 3X50 r� 0-10-0 %i ■ . . . T N�g�NIn9 1 2 5X5(E3) 3X7(E3) III Lei, .1 5-8-4 11.2 5-10-0 Over Continuous Support R=123 PLFIU=42 PLF W=5-10-0 RL=52/-9 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 "4:,; j OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-2118 e91MUIING1ee READ A10 FOLLOW ALL NOTES ON THIS CRANING! (E,' S 825 N 4th Ave,Comeltus OR 97113 +eINPORTNIT** AMISH MIS DRAPING TO uu'a^RACTORS INCLUDING THE INSTALLERS. 't Sj TC LL 25.0 PSF REF R7175- 68267 True+em r ++w re In fsbricaUn9,hentlling,ehippin9. ;n tai and r ing.Refer to,n, CO GINE. D e latest edition ofBLS] (Building taspcnent Safety Information.byTPI and CTCA) for sn aPe n°n`t fpPaersiol >L 83294PE R Y7 TC DL 7.0 PSF DATE 07/13/16 16P,Oighlk top cnnapop�' Installers or acs. un....not., _hrd,ai1ve ` n'ct.chetlstructural bot .pnperlyat '' BC DL 10.0 PSFDWRCAUSR7175 16195045 shoals 45^ lain G].aJ or es.M1yplicApply oz to l aPP: poe�or - t.d ■�P0NI ' theJoint Details,unless ld totherwise. s`in.eRefer reonce drawings AN61 n?oPlto,r standard ar antlPlineg,sh litions. L___,.. Alpine,+the slan of ITa Builtlint Components Group Inc.shall not a reaponr;Sefor arytl` aclonrm tis 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT ing. OREGON C TOT.LD. 42.0 PSF SEQN- 54005 AN ITW COMPANY instal iatton a bracing r trusses. A awl on this drawing or sever pogo'feting Ulla drawing, Indleates acceptance of professional aneineering la wL O04 rem.omit:l I Ib solely for Lha demise shown. The aultabl l Icy and use of Vila drovingstructure for any strucre is the C. Y 14,1 to 8351 Roma ark feeVonelbllIty of the Building Designer par ANSI/TPI 1 Seca. s$ei'1 Tan'- DUR.FAC. 1.15 FROM BB Sacrpmm,o.CA 93828 Far ma la, .ne wab ALPINE:wax, p eitr.eom CTP!j wx.p,na� g;Nrpp':wsn.nbe nEuz y,oan. ,CC L ww,.,co„fa. y RENEWS:6/30/2016 SPACING 24.0” J REF- 1 VSC7 1 75Z 1 1 G S 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J1 ) 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=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 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 i 10 5-8-5 3X5�i _i_ r� 0-10-0 i �� '9 4_9-1-2 1.5X4 III 5X5(E3) 3X7(E3) III 5-8-4 11112 H_5-10-0 Over 2 Supports R=337 W=5.5" RL=93/-49 R=251 U=31 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 p ator OR/-/1/-/-/R/- Scale =.375"/F t . • AND ON Truss Components of Oregon (5031357-1118 ` ISFOLLOW ALL e„III * HTMMIMICSTOui CORAL INC DRAWING! INSTALLERS. ..(o '`rSTC LL 25.0 PSF REF R7175- 68268 N 4th Ave,Comelus OL 97113 _require extreme care In fabricating,handling.shipping, In and bracing. ypracticesrloW y aGEF ,/ ti,mla ofemBu!ding componentsafety Information,by a fetprorv. ,p Y TC DL 7.0 PSF DATE 07/13/16 `awhlharrellart ram r Unless perm a rw;we, [ 88294PE y _ p «d salhvepwefunctions. rucralsheathing `: all naac e proprly a ecad / gig 'Ina. Locationsa e.mAe 'oetainof bracing pernenllad9L61 BC DL 10.0 PSF DRW CAUSR7175 16195062 et;a� B,er B,nrSeaa�lioeble. pply plates teach;;e -rr drl ,eewt , �A ILF)O NI `AeaF,e"i°t,Bewile.uEet thrlwa vara,etadhaaa0Az for pate aeeitione. drawing,any build the truss conformance witgANalai,erarpI vnhai° ru,e 0714/2016 BC LL 0.0 PSF CA—ENG BFR/RTT — OREGONAN ITW COMR4NY .naet failure bracing trusses. TOT.LD. 42.0 PSF SEAN- 54002 . A seal on this ell-ening or wryer page lifting this drawing, InaleKes seeytwea of professional engineering /5 '1/ 14, O. responsibility ityof the Building Designer per ANSI/TCI1Sse.B. m"..of`nla dr..in°+ar e,h.etr.,`n'.e le`ne GS ‘0 DUR.FAC. 1.15 FROM BB 8351 Rovana Circle Bell Tats Sacramento.CA 95828 For on his job's general and these web SPACING 24.0” JREF- 1VSC7175Z11 ALPINE: .alPlneltw.cem,TPI,weo.ta; t.org.WTCA':amm.sbcindustrycan. ICC a wow.icesafe.erg RENEWS:6/302016 • i III _ ___- ______ _._ __._ _.__-._ _ _.. _ _ 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. ( 0716085--JT ROTH CONSTRUCTION -22155 Lot 1 -- VERIFY VERIFY, OR - J2 ) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 HF #2 anywhere in roof, RISK CAT I1, EXP B, wind TC DL=4.2 psf, wind BC Webs 2x4 HF Std/Stud DL=6.0 psf. :Lt Wedge 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS. Special loads • (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Right end vertical not exposed to wind pressure. TC- From 68 plf at 0.00 to 68 plf at 5.83 BC- From 10 plf at 0.00 to 10 plf at 5.83 Deflection meets L/360 live and L/240 total load. Creep increase BC- 352.90 lb Conc. Load at 2.06, 4.06, 5.77 factor for dead load is 1.50. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. 1.5X4III 10 3X5 ir 5-8-5 „ AI 0-10-0 U __L • J +9-1-2 3X5 III 3X3= 3X7(B2)(R) III 1"J112 2-9-4 • 3 2- 1-0 -0_2 '1 ---5-10-0 Over 2 Supports R=567 U=5 W=5.5" R=948 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 16.01.00 T',:i L. OR/-/1/-/-/R/- Scale =.5"/Ft. ••�ARNINGt••READ AID FOLIA ALL NOTE,ON 1H15 DRAWING! /14rte` Truss Component,of Oregon (971137-:118 ••IN •• FURNISH THIS OANIN TO ALL CONTRACTORS INCLUDING THE INSTALLEGS. 4' 'SS+j TC LL 25.0 PSF REF R7175- 68269 825 N 4th Ave,Cornelius OR 97113 ,o ��G I N EFR pZ Trusses r ems are In fabricating,Safety Information..oM1 i . In TP1 and and r Refer[ o and the latest functions. ding Component ha Safety ll etepoby TPI and NBCSI T sty P B32B4PE TC DL 7.0 PSF DATE 07/13/16 m gu •vef;functions. attachedfistlateral temporary and g per sl bracingvpr noted practices follow >V 9 ',rIII,o411164 tap performing i,ng Locations shown structuralsheathing "" `e°ra°er��eperFBsl �- BC DL 10.0 PSF DRW CAUSR7175 16195050 A 1L.L�)E1 N rigid Na.aiEli or unless noted applicable. R Places'drawin restraint standahandling,dposition lav installed rrn this 1pin. Details.N,I a Refer GOA_z t 07/14/2016 BC LL 0.0 PSF CA-ENG BFR/RTT f ITS e s truss m ntscon Group Incs Ing:a racing r ss in conformance with M1ANSI/TPI bi,or ornan iRR ng,en OREGON AN UPN COMR4NV drawing. bracing n�"=��„e=�` ra responsible f e TOT.LD. 42.0 PSF SEQN- 54008 A eeel an ml.drawing or cover pege lining ml.drwing. indicate.eceeptence of professional engineering 3 w&Y 14,YOB 0 FROM responsibility solely for the design.Fawn. The eult.bllity and use of tale drawing rar any structure Is the 4 t OUR.FAC. 1.15 BB 8151 Rovana Citric responsibility a the Building Designer per NSI rtP1 T ses.2. s8ell Tar SamamentO,CA 95828 Information see general n paged chose web sites: SPACING 24.0” JREF- 1VSC7175211 ALPINE'wws.alp eicw.coaTPIwww.cpinst. s,WTCAwes.sbcin stry.can: ICCwww.iccsafearg RENEWS:6/30/20W I i I GO[OLEStucA ReiFfor-celgent Detail aJ 12 a i'1 \A/imc;>1 Speed; 30' Mean Heinht, E cio=el� „F {no<88ure (-3, 14?i, _ 1,00 Gr 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure G- hzt = 100 ❑r 100 .^rpt-, Wind Speed, 30' Hear, Height, Enclosed, Exposure D. 814 = 100 2,4 prate 1 -11 1>4 "L" Brace cl 2x4 "L" Brace w (4) 4 "L" Brace �(1. 2 6 L" Brace w loon 2x6 "L" Brace . Bracing rode Spaces d Grades':_ 11 Gable ` u rgal f No - -- - - — - -- ---- A — 0 Spoor,, Soe_i-� Grad II Braves G'cn.p A (Gro.op 4 Group A Group B Group A Group b =iGrouo A -Group A 1G,oup A Group 3 , Group A- 11 �- _Spruce P e-Fir F'1 1 --- #1 / 4-2 4 7" I1" 0" 14 �� -�-' -) -- - -I--- - - --+— -. A 1 / kC dm d #2±-e' S t N L� �u3 4 4" o ro' i 4 4 0 14 0" !,_14' 111-8- " 4' o'_ I 1 ua I ,d= 43 Stan, d11 t d 4' 4° 7 7' 7 1 9 1 1 9'S 1'0" 10" 1 4 F 14' 0' 1 u 14 0' 14 0_ 1 • 0 �� Standard 4' 4' 6 7 I 8' 8 I R' - 4_10' 10' 1 4 _21, -12. 10" 13 9 14 0" 4 0 1i Doug)kF' :L n Soot-nen!)M, 0 # 4 o" 11 e 9 L 1'' 1" 5 14' 0 14 0 14' 0" 14 0" 1 8 II 4SP # _ 4 7" r 10" 9 )' 9, 3 9' i 11 0' �11 0 14' 0" 14 14 0" t-t 1 d Standard E to �J J r11 1 4 4' o" 6' 6" 6' 31 6 7 9 I 10 11' 1` 4 13' 6° 14 0 14 0" 4 14' 0" ._ I CU 1 I F L i- ua 6 11 8'8 9 I 10 '.I" T 11 " 1 6' 14 0" 14' 0" 4' o° ( I St r Bard 5 9" 6 7 4 2 1 10' 4" ! 11' 11' 12 10" 14' 0' 4' 0" , GI 2u L C ' t 1 K / u2 3" ri ll_ " 3 i 10' " 11' 0 12 7" 13. 1 _---14 0' 14 n" 14' 0" 14 0" ! e m 4' i",\P s 14 5 0 B 10 9' 3 5" 1" 2 �° 1 i2' 1" 4 C" 4 0" 4' 0' 14' 0� � al Btr - 1 I r— St.�l 5 0_ 9 9" 9' 2 4 7' S" 10' 10 1 1E 5 12' 11 r4' f1 14' 0" 14' 0" I 14' 0" — 21 �CD � _ l_ St LIrrrr,3 0" I 6" 8' 0" 10_1" 10 9 12 5 12 1 4' D' 14 0" 14' 0° 14' 0" Douglas F'.- a�41 Soutne n P'me �� #1t0' a' 11' 1C 8' 1 " 14' 0° 14' 0•' 14 0" 14' 0" kl pt _><2 S 3" 8 11" 3" 10' i' 11. L 1' :3 _ 4' 0' 4 0" 14' 0" 14' En u2 f_ nERE �� _ # — 5' ," b' S" 10' 6" 10 11 1C 6' 0 _ 14' 0" 14 0" 1 14 0" 14' 0° x4 Braces ;Hall be :;RB (Stress- t d Board;,I Ql ,_, ii p-L Stud 0" L - 11' S' S 10' 6' 10' 11 1' 6 _ 0 14' J" .4 0" 14' 0" 14' 0` 1 o -1- w.For 1.4 S Pine use only t l[ S ardCrd 0" 9" 7' S 9' 4" 10. 0" 72 ✓' :' 1 ' 14 0" 14 0" 1 14 0" 14' 1_1 Industrial 45 Stress Rated Boards Group B, G 1 # # S' 9" 9' 10" 10' 2" 11' 7" 12' 1" 12 7" 14 0 gm 14' 0" 14' n" 14' 0" 14' 0" 1 varues hay he used with til grades a - 4141 #3 6" ,., 4 8" 10' 1" 11' e 11" 11" 13 8 14 0' 4 14 0" 14 0' 1 14 J 14' 0"_I Gable Truss 1 tail Notes: Lr 4 r Stud S_5" 4' 8" t 10' 11' 6_ 11' 11' 13' 8" 14 0' 14' 8' 14 0" 1 14' 0' 14 0" 1 Wend Load deflection criterion e _/240. 'a 33rd 5 6" 2 9" _ 3 111 6 11 11" 1G' 8' 14' I 14 0"'�-14' 0" 14' 0" 14- 0" (� - 4 __ Provide Flift n For 70 plc over _ #1 F 10 15" 10' 4 ]1 4 72' 2' ,4' G" 14 0 1 14 0 1 14' 0" _ 1 ' 0' 14' 0"S continuous b r g ( p s C Dead Load) #r__ 1 5 9" ' 10_ 10' 2" 1 11_7' 12' 1" 14' 10" 14' 0 _ 14 0" 1 14 0' 14' 0 Gable end supports load From 4 J' rtl kens ,-�� #s 1 5' B" 9' 9 1.' t- i2' 0 9" 14 0' _14' o' 14_1' 1 14 0,. 14' o" with 2' 0" over Hong or 12" plywood overhang �� Stud 5' 8_ 9' 9' 11' 6 12' 14 0" 1 14' 0" 1 14' l) 14' 0'_ i4' 0" 1 Standard 1 5 6_ 9 7"_ 8' 7"d 10 9 11' 13' 0" 14' 0" 14' 0" 1 14' 0" 14' 0" 14' 0" J _--' ,bout., - -rt attach 'Lbraces it 10d (0129"v3.0" ats. % D 4; For (u 1L brace. space it 2 �Gakle rr-uss ► �'v° 1�l'-' in le a ne n 4 oc hetween zones D' gena, brace option' 3k''k-'For cap L brazes- .pat '1' t 3 c. - �� in 78 d c 6 0 oetwea vertical length v re 4-_ / P 1 , n re douhted r d'. y I ,/ 1 I 1F 11 _ "L' bro .y t 'a n'nur f 8d% or web b d. Connect ,:1 _ - +� member l gth. d' g al A For 86# ( / ' " 1 u�''� t h dMax web f� /� Erac-e I V 1 Gabe Vertical Plate -s total length 14',e I `--- +* ' 11 9 t L cath N erre � 204 DF-L #2 or 1 ,l d V �Le- h. 4 1x or 2X3 1 better of o r i Gr t than a 0, not 4 F1l t a \ �n 1l Vertical ler; h showy bra..e gea i, - -- in able aao e �,� I or double cut 1 18 I e 1 Ii. \ 1 Lereater than 11 6 / 145° roe shown', Ili u_- t i of 1_ �- I r Refer to cc truss de g For I / I uppe rd. ■ ME •-. - �_- _3 L peak, PNCE d el - — Connect a--q,-�/ G'� 1I �, / 7 / oat o s Bearing/ / / / / , / Refer to the Building Designer t,- conditions :dport or vertical web, w� ��1 44- Refer to chart abaci_ F I- max ....!�m ai length not addressed by t detail. . T xwWARNINGIfl READ AND FOLLOW ALL NOTES ON THIS DRAWING, o, e r> RE- ASCE7-10- GAE12030 WwIMPORTANTwv FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS follow trusses Ft ttpig enle and SE � ey 0 �GNFFph t rf Bc 1 Ba g po PoPey . TNI dCAfet © liQ2 DATE 10/01/14 p Forming functions ] t provide temporary bracing P BCSL 10 83264PE 9 unless note,otherwise,top clircrd shoe Snips properly attached str-ucturol sdecthino end drottom chard Qt tee." DPW CI, /Al2030r NC101014 34431 hove o p a arty attached rigid celingLocote,s shown for pernone t -e trent of webs ed per 2CS1 sections B3 B. Ble, ee catle. Apply plates t �d ��T :I—ter chat u d p ,t S above an on thet se r. d - 15e °eo�r fare 07/14/2016 U -,J r, 1 �i! ReE„ d ngs 1eoAaz v wstandard p�to positions. AN IleN(OM AlPAd to irw D b'3 th pt tin' p 1 ew'+h oAv'`Sisp1, 'af oa d r PtP gf r 07 installation s b g t s Sc MAX TOT. LD 6,0 PEE - A seal on ths drawing cover page listing thisd g,indicates acceptance f professional 4 LY 14,26 .,t0 engineering responsibility solelFor the design shown. The suitability anal use of this drawing 13389 Lakefront Drive For any structure is the responsibility of the Building Designer per ANSI/TPI I Sect83. Oil Tan'' Earth City,MO 63045 Fore t this Lob's g not g d- web s'c f P ALPINE swop t w s' .tor;TP1. w fin t. of SEE wwwba s c' stryong;ILC www.c ices,era.g aENEW5:6/302016 MAX. S_ ACING, 24.o"„ Li 0. 'Le _Lie CIL _ C,�r Let—in l✓2Y't�Cp.�S -- Gable Truss Plate Sizes -] I1, �1 i Refer to appropriate Alpine gable detail For 'I About w1 minimum plate sizes for vertical studs. m' &Refer to Endesign Engineered truss degn for peak, '� .1 i\s"--<11s� I splice, web, and heel plotes. � \\\ A \ a e 1 Igab vertical plates overlap, use :ogle plate that covers thetotal are a of i�/ 1;j, the overlapped plates to span toe web_ Vv gtn n- Example CX4 i \t v 2X4 L. , 2X8 p L il - �A ='P �a "T' Reinforcement Attachment Detail V - -_ ----- — Re;o orc'erg "T" Reinforcing \ / TC R Member Member 11 �� Y I \,-- ,' / Toe-mail - Cir- 1 End-roii i _IL ,,_ ''x 111 To convert from ' to 'T reinforcing members, 1 li multiply 'T increase by length (based on i Provide connections for uplift specified on the engineered truss design, appropriate Alpine gable deal) 1 1 Attach each "T" reinforcing member with Maximum allowable T' reinforced gable vertical End Driven Nails, 104 Common 00.148"x 3.",nim) Nails at 4" ac. plus i lerofh is 14' from top to bottom chord. (4) nails ire the top and bottom chords- i "T" -eln Porcln 4 member material must match size, er Rigid h -'thing Taena led Nails, a d grad of the reinforcing. ^tomb 10d Common (0 4E 8xd", ) Toenail oC. [ea- Weld Length In mea e wi Brogee 1 4 Nails (4) toenails ln the top and bottom chords. f "T" Re-if. T' iI11 This detail to be tsed w th the aper oprlate Alpine gable detail For ASCE I1 Pb Size I ease Reinforcing i ir wind load. 11 2,x4 30 7 Memberr a z I ASCE 05 Gable Detail Drawings Example' A1E0151051014, 002015051014, 41105051014 A10015051014, A14015051014, ASCE 7-10 kind Speed = 1'0 mph Nails A13030051014, 4120200'1014, A11030051014, A10030081014, A14030051014 Mean Roof Height = '30 ft Kzt = 10 Gabl Sl 7 :0 Gable Detail Draw-n uabte Vertical 24'o.c- SP k3 Truss�� Spaced at 8= 4" art ASSSI5ENC101014, A;8015ENC103014, Al GOi5ENC101014. A150I5ENL101014, "T" Re'- *Drano Member Sze = 2x4 i 418315 ENL1CIC14, A20015ENC101014 n20015EN1"04014 A206158E1)111014, T" Brace increase c00 Above) 3L� 130 A11'130ENC1010.4, A12031ENC101114, h140 0 NL.07014 -A 030ENCi 01 E:4, 1:1? 2-04 Brace Length 7" 41£3003011 101014, +00030ENC IG 1014, A00030END101014, A20030000101014 !I Maxi0,url Reinforced Gabe Vertical Length 1I 1.30 x 811 11' `' 11 See appropriate Alpine gable detail for maximum unreinforced gable vertical lengt'n,l __ _ __ _tel 4 Nails 1iIi Ceiling `ef:61::::s wwWARNING!ww READ AND FOLLOW Ali-NOTES ON THIS DRAWING! 4' sss 14o L E r—IN VERT IMPOP.TANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDINGTHEINSTTALLERS, 'w`G�V� �Ow DATE IO-yJl/14 Truss q e are Fabricating.handling.shipping,installingRefer to and V .I Y 1. w t ! d r KS!(Building Dnp t S Pet Information,by PI and SPCA,for afety to 832B4PE 7 e P- performing 1 r 't p - temporary b g per BCSI — - Unless t. ,t cora shall have properly attached h a t-t I t'g d bottom 4r/ hard DRWG GBLLETIN1014 _ ne.IChare a properly y attested rigid c ling. Locations low r perm ne.t'.r estrairal of webs r shall neveg installed per BSI t' B3. B or B10 .ppl'cat Apply pl each race II T—�4 Ff r d position b d t Jointt o t I ssnoted t d t 07/14/2016 „2-___,, ruuV_L Refer t drawings 1604 t rd p positions 0])416+6^ AN]TN COMPANY eg nl1W dd p isG I h Ar eyr pIb g hp'nng. an to C MAX. TOT, LD 60 PSF tall seal a bracing t 4 ICY 14,4a 0 __ --- engineering 1 on this drawing orcover page listing the deo wing indicates acceptance of pr ofessonol w( engineering responsibility sorely for the design shown. The suitability and use of this drowing BBef�'�at'. DUP. FAC. ANY 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec,2. --Earth City,City,MD63046 Formaref this b- generalrates page eI e e -t s RENEWS:6)33/2016 MAX SPACING 24.0„ ALPINE',w w Ip.neitw.con'o TPI,wudtpinst.orgi SACAi w webcindurt y, gi 1CCHw sefererg p i • ASCE 7-10t 120 mg ,r 30' gear Heights Dosed, Exposure L.,0I'll',ol' iseSICCLPIdG,luL EQ�CLG' 1_i' d lClO LtPGCIh1I Requirements --- tli 1'E'lc'EllsS 1E0 mph, : Oft Mean Hgt, AS7 , cCEEnclosed, E p C, or H Less than 4'6` no stud bruscino required 100 !Kph; 30-Et, Mean Hot ASCE I 10 Enclosed, Exp A, or 100 mph. 30Ct, Mean Hot_ ASCE 7-10, Part, Enclo. st, Exp C, H Greater than Abe" to 7'6" in length r<zt ve SOC. Wind r"C DL _I0 psf. W'InA BC provide a 2x6 stlAfback at rid-height aha Brace stifaback to roof diaphragm every 6'0" (see detail below or Lateral chord bracing requirements refer to DRWG A12030ENC101014# To eontindous r.iof sheathing Bot! Continuous ceiling diaphrogin H Greater than 7'6' to 12'0" max' pr Ovide a 2x6 stitstlaack at rid-height and brace See Engineer's seared design r c° . encin 1 tt-ds detail to roof diaphragm every '0" (see decal: below or- Bar rfor lumber-, plate_, and other 'rnf'or nation not. shown r erer to BR'eG AI2030ENC101014), on this detail. Optional 2x L-re'rnforcereht attached Nails 10d box or gun un C0,128"x3",rind nais, o =titChock with 10d box r gun (0,128' x 3", nin4 nails @ 6 0.C. I I W I L `(4 Bloeking T� I //II t c:•led o I �� 45° heatl.ing and 1e�" Max I� C,Ch truss t Typ. a��v j / i i-, ! ! '• • --- '.7-I-- c---- r wiL-/. 2X4 DE-L #2 I' , IH or better .paha l brace. �'� ' Attach each end 1 for 560#, -- I i ,. i I I -IBI �� l g gi - ontlnuous Bearing / - 2x6 #c Sti+fback attached to each Stud wh C41 IOU box or gun (0.123" X min.) nails, REpPROF� WARNINGI READ AND FOLLOW ALT NOTES ON THIS DRAWING '� IS REE GE WHALER torIMPORTANTtnt FURNISH THIS DRAWING TL ALL CONTRACTORS INCLUDING THE INSTALLERS `any `4aG1Nt.$. OZ -- extremee t` h d g.- pire-telling b a Refer th and v DATE 10/x;./14 Follow st' e S E d g p i Safety 9 by TRI arid CBS, safety j(I 832B4PE 9 orary per Unesse noted otherwise.top chord slack hove G..Lely ettecheU structural psheath g and botko�Schord ,...„,/ p ' l - JR /CG4BPST101014 1 h p a attached rigid L do -n v 1 t oT weh> Z; rlF�L-� FI1 I}J b s t d tics' -t 3el eapl dnyct a h " 07/14/2016 L_____,„,-- I ,, 1 Refer t drawings 160,Z Oat, t 074/1400161 Alpine, of d'Id y p is Creep Inc. bp w'ble F deviation From AN fret COMPANY drawing. y f t � tress .or; it AN.IIC Pl .- for d.- npvrg, W rs C ostalo, a+racing tt 4LY 14,20- MAX. ST, LT. bhPSE A seat on this drawing or cover page ting this drawing, di.i s acceptance of professional 't engineering responsibility solely for the design h The 't bitty and use of this drawing en e0 for any structure is the responsibility or One BuiLding Designer per ANSI/TPI 1 Secia ----- - — — 13389 Lakefront Drive Earth City,noesoas see : a9 ,aro . p g and wRENEWS:6/305016 MAX, SPACING ALPINE www, pneltw.LNM,Ta ww _ �n t.ergi SeeA ww.eb indust gl ICCww eeeSe,o g • 4 —RenicOrcement This detail 'I_ to be used when a Continuous Lateral Restraint CCLR> �- T-Reinf, `� og rs specified is a truss design but an a'.ternative web L--Rcire-Pc cemer eey� �� r e'InAorcement method is desired, L-Relnf, < s •� � C Apply to either side of web barrow Race. .‹. ��-, Attach wrtn 10d 128'x" ,0 ,min) rails ,, at 6" c.c. Feinf o, ring member IS ,� Notes, Sr ne,He . en o+ web ' rr A member length. a se This detail is only applicable For changing the specified CLR r shown on single ply sealed designs to T-reinforcement or / -rel-..precemert or scab reinRorcement. Alter native reinforcement specified in chart below may be conservative- � 1 A; , g� For minium,em alternat ve rein'forcemert, re-run design w;th appropriate reinforcement cement type. --.-- ii/I LL,T-ReinA, _-Reinl. Web Member Specified CLR Alternative RelnAorecement Scat) OIP'l-FOl"Cef`lek'l t'• TEE Restraint T- or -- Reinf, Scab ReinF, 2;<3 or 2x4 . : ow 2x4 1-2x4 Apply scabis) to wide face of web. 2x3 ce 2x4 t rows 2nx6 -_2x4 No more than c1 scab per face. Attach with 10d (0.128M,3.1MrAmMO nails I i 24•6 1 row 2s4 1-2x6 at 6" ac ReinAorceg member is a 2 rows 24.6 2-2,4(2F) minimum 80% of web member length. 2x 8------- 1 row x 6 ------ 1-2x8 i i • 26.8 2 rows 2,66 2-2 x6(410 • -- — — - — Scab Relnf. 1 T-r '.r.frrcement, L-relnforcement, or scan ren,Rorceoent to be same species and grade or better than web meober unless specified ` i no I i otherwise on Engineer's sealed design. ,�2," ' e" OK) Center scab on wide face oA web. Apply (1) scab to each Race of web / . _ - op PROFS wwwARNINGWow ANATrusses IMPORTANT FURNISH HISSAD DRAWING OTO OALLALL CONTRACTERS INCLUDING THE INSTALLERS. ,\,NOTES EN THIS DRAWING! Aft-/'a6INe . s'0 TC LL PSS REF P SUPst- . fabricating9 stooping, t g d b '.g. t ntl M V 83294pE . Y9 TC FL PSF DARE 10/01/14 I t require t dt' BCS]:Building C p t F y I f t. by TPI oin SKS,for soCety _ P performing th factions - N U tP g per RCS! a„ U peed otherwise top and snag e properly nh 5sheathing and gotta Br BL FS F CKWG BPCLBSUB1014 hallg properly ll va ',cottons fc pero I ter° restraint -hs / IF—'J� A1 bracinginstalled p EsSI r t cop,able Apply stokes t e face t� d the Joint Det l d t. 07/14/2016 BC LL 'C- a��_ Rt d 9 I6I Z t d i pl t p 'Adeb/talon :. 079##1 Alpine, a f D'Idl g Components p net he p .blr y aar n AN TWCCNPh this dr g failure 4 b:td the tass n conformancew th ANSI/TPI I pr for handling, hipping, 13G "� 2e T OT. LPL ---- P SE nsA>lat an&tero s - d4, seal on this drawing o cover page listing this Browing,indicates acceptance of professionalaefTan engineering responsibility solely for the design shownThe suitabiand use of his drawing BUR. FLC, for any structure is me responslbuty of the DunWny Designer per ANSI/TN t Sec2 13389 Lakefront Drive RENEWS;6/30/2016 EaMCIt,MO 63045 i 9 SPACING ALPINE svot pr e'tw_nn�-PI w.tp:n oral.BSA wwweloccodustry.orgi IGC www.<cs feorg I 44 Clakie SetcId F-.)eirt=orceene Detc l ASCE 7--10 120 I~Ipn Wind Speed, 15' Mean Height, Enclt : roc;, Expos ire C, Kc0 = 1,00 ❑r'i 100 mph Winici Speed, 15' Mean Height, Par''.II} Ericlesed, Expc ere C, net, - 1.00 ❑r's 100 npn Wind Speed, 15' Mean Height, Ando d, Exposure D, nit = 1.00 2.2,11 �ce Brace c1" 1x4 "L Broce s 1 f1: 2x4 _" Brace x <2> 2k4 'L" Brace ss c] 2s2 "L" B -ce s 1,2f 2x6 "L" B_oce *y BraC_.nd C,iaDup Specie: and Grades'i�1 gotcle I/ert'cot '� N: - - I —1 , S ,r cdSpecies Gradeii, Bracer Group A Group B Group A Group B Group A Group B Group A ,G oLp B Group A jGroup B i Group A' p -- _ Ser e P' Flr H r p r_#1 #G 4' 17' 8' c' 8' 6" g' 9" 70' 1_ 116" _,2 " 14 G" 1 0_� 14_0" 14' 0" _ �1 / 42 Stagg-kg-61 k St d .� 11 5 10 14 0' 14 L 14 0° 14 0 L #3 Stud xs Lto lora a L- ctt'. 4 /" 8" 9" %' 9' 9' 1- 11' S Il 10 14 14 0 �14' 0' 14 0' ci �7 �� Standu"d 47 > ,' 0 8' 10" 9' 5 11 11 10 1 10 1 0'' 14' 0" 4 0_ Doy+ol F' Larch Sot PCE QJ 71 u 0_ -s 5' 7 I 9' 10" 10' 11' B" 12' i" 14 0" 11' 0" 14 0" 14 1 a. Stec,Stud 1 �' }2 4' 10 8 8' 6 9' 8" 10' 1" 1l 6" 1 0° 14 14 C" 14 0" 14 0'_ Standard _ _ _do �.- p. 4' 8_ I' 7' 9' 9 10 11 0 11' It 14 0" 14 0'� 14'----------- _ 6LI Ll t- L S toed 4' 5 1 4 ' 9' 11" 7 5" 1 11" 14 0 0' 4 0' U1 r Stan,10,d 4" 7" 6' 2" 6' 7 8' „ 8' 4" 11 1' 11 1-0' _ii 1a 10' I 13 9" I 1v' 0" r4 0� roup B' L,Iei- #1 / ti2 5 6 4 _ 9' 9 1 11 1' 71 t 1J' 2" 1 9 4 4 0 _ 14' C" 14 S" Hein—Fir ;I #3 5 3" � 4 9' - 10' 11" 11 4 13' 0" 14 0" 14 4 0' 14' G" 141 & Btr Hge LI F .t/d G' 3' 3" 3" 9' 7' 10' 11' 1 11 1" 0 7 4 4' 0 14 0" 1 0co �I' �St'rdard S' 3' 8 1" 8' 7 10' 10" 11 4" 1,i' 0` 1 r4 0" 14 0" 14' 0" '4 0_ I Doh Fir-Porch So h P.n Cl 4 5 9" 9' 6 9' IL' '11' 3.. 14 4' 1.^ 4' 10" 14' 0" 14 J" 14 0' 14 1 i 0# qi 1 Nd F a2 \_ #2 S' 6" 9' S 9' 9' 11 7" 11' b' 13 2" 1 3___l4 —� 4 J— 14' 0" 4 0_ - _ - #3 _ ,' S" fl' 6_" 9' 1" 11 0" 11 5 13' 1" ( 1 0 _14 0" 14 0" 14' 0" 40__ ,1,(4 Braces shell BA SPB (Stress-Rated Board) CD �� I L L St.a^I 1 5 5"� B' E" 9 1 — ll" 0" 1 9 33' 1"1-1 1 8" 14" 0" 14'_-"—_ 14 n" 14 0" I. F r t 'r _v Industrial 5 r �-ti14 0" I.du t 45Stress-Rated Booncis oup B. S andnrd S' 1" 7 6 I 0" 10 G' 10 9' 13' 0" 1d 7 t4 14 0" L 14' 0' .o,f,es � 42 6' 1" 10' 4' TO' `+" ]r ?" ?2' R 13' ?' 14 4 0" 14 0' 4' 0" 1' 0" �� nay be d with these grad__ 11 _ L 0 #3 5 9" 10' 2' 10' 7 12 0" 12 6 14' 0' J' 0 14 0" 4 14 0° 14 0' Gable Truss ➢etall Note LD L1 HF Stud S 9 10 2 10' G 12 0" 12 E' 14' 0" 14 0 14 a + 0' 14' 0" 4 0 gond L deflection r .?_40. r - __ tardard 1 r 9' o' 4 9' 11 12 0" 12 6 14' 0" 14 14 0" 14 0' 14' 0" 14 " Provide o' t connections f orB o q 1 6 4" 10' 0 10' ]0' Y2 4' 12 10 24 C" 4 D 14 0" 14 1 14 0 I1 J ont - CSa g 5 psf TL D-. 4 Load) 1 1 F h- 1 1" 0' 4 I 10' 8" 10 1r_' 8 14' 0" 14 0 14 4' 0_ 14 0" 14 0 Gable e H supports wed frr 4 u' U _ 4" r 14 0" 14 0" 14' 0 14 0" n 2 0 overhang or 12 plywood uoverhang. N3 5' 11' 9' 1L1" 1G' 6 ]2 1' = 7 14' 9" ] CLJ 1'r 60 n 9'i6" o' 6° �' 1� 1 ,4' o" 4 0° , la'o" 4 o" o° 4' o' , _ f _1 i Stardird '.9" 8' 8" 1 9' 11 7" 12' S' 14 0 14 0" 14' 0' 14' 0" 1 14' 0"i_i1 0" IL _— — 1I -Y � e 3R fE 1; 11-1-s-- // At!' ch L h r. e it 1Jd r0128",2,0"- > I 1< About I8sak,r i / n 18 _ e d betweenores vertical length n y oe --1 / V� p b00 when dao l /` 71bracing t b el' of web _nr length brace is used, Connect, S �`�� diagonal brace Po 3o54 Gable Vertical Plat Sloe � Mot i1 / 73 ios � ABSag ' / / ! \ Noor total length is 14 1 t• 40 ./ � / I I 4 D tiar l IC ' jt than 4 b ' / ' better diagonal \ 2x4 \ t 11 " ac single Vertical length snow18" � y � / G -boon 3x r 1 in table abov 1 C�� R t. _ truss design for i / 4 "Hon at L 1 1 i � :I Y upper end rJ._ � ❑ Di0Ip k ply d H plates i i "`--- 111 T . / T Refer Building Designer for conditions Inot addressed b) th, deta,.. Connect I g ae ,�',,, V� al\ dpa.rt or) entica web. 6•I� Refer to hart aaove for pad Cf cal length. i]1^� 1 WARNING READ ONE FOLLOW ALL NOTES ON ArCS DRAWING' 1 •��ss DEF AS� -1O-(NDlc O1S OOINPORTANT FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses 4'ire extrema cane in - F t S Banc.,s P 9 t ..g d'erasing Refer to and 5 _�GINgt i O The t PCM:Budding Component Safety y TPI SSC,fon safety f (G832B4PE3SA ATE 10/01/14 practices pe _g I e A u provide temporary hSacrog per KS: Unless e ' p d properly tt n d t att rd t�. 2WG Al C .EN L101014 shah v P P / Y- d N I'gL h lateral do _ h b installed p BC 23 B7 B10 pP APPlY 4 t ' ']-[-1 �� N0 1 truss d n d t t'I t 07/14/2016 L_ R f drawings 6 A Z f i t d d pl t positions 07 /y L J I J �L ,pine 1-w b d'g Components Group Incr p 'e for 1 depot!,a on ONR4P 1 '- AN 1TW CGIv!PAN ha drawing, y P t t b t d t- t - f ,c h ANSI/DPI or for h d g hipping, MAX, rOT, OK 60 PSF t Iea i -- engineering seal on the drawing y o cove p g listing SH drawing,indicates acceptance this professional 4 "�2.rte,ao�°j t� for neermg structure responsibility th solely F the design M1 The t bllty d f th drawing °8 T for any structure the responsibility F theB ld ng Designer p PNS'/TPI I S c2. e" lar' --- ---- --- 13369 Lakefront rive EarthCity,MO 63045 For- £ c tins, - t page d eh MAXSPACING ?4,0" ALPINE www netwCO,TPI.www tpnstog,.BCAwww ottg"nde.s. Yoro, ICC witwiccs,eorg RENEWS:6/30/2016