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Plans ae 4 lk 770X0Iie ' 00 (S . / 3 S 3 0 ,s cc> lour_t_ii EGE 7 t I ' Lu i 1— jUIV 2 Q - • t, 9n/r L giimE-3m K.ulo 131poc , i - - , ,,,, ?,,, AG Al I 1 1 1 &I ,I1 ' 1 i HAND FRAME OVERLAY ON SITEI IIIIIL. H, v lAc IIH:R . III ' I Ill ill 1111 i Jr! „Alit I I 111116, R HAND FRAME OVERLAY ON SITE 1 ' I w o >cc-jw win cc> o co co wcoi—rya,LE Lucow 0 ID Li_ CC L.L.103 co cE L >- cc r: a) _1 >CV_J a_—O., CC—103 —••—•• L •CO 31 CO 0 U1_0 :OM OW a) II 1 1 1 AI I b___ •'' _ o EIMMICTMIM I 1,0h 3 CC 0) L) — ' I IllP I Cr=E' I — J li .111111111111111111 ' I ',4* p., Immo' 1 . , 1 _______ _ JOB NO: 1 0216167 ' DGE I 1 H PAGE NO: 1 OF 1 Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 VOF7175Z0523155415 Truss Fabricator: Truss Components of Oregon Job Identification: 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR Model Code: IRC Truss criteria: IRC2012/TPI-2007(STD) ,EO PRopt. Engineering software: Alpine proprietary truss analysis software. Versions 15.01, sig Truss Design Loads: Roof - 42 PSF w 1.15 Duration .!,y0 Floor - N/A ' 1. Wind - 120 NPH (ASCE 7-10-Closed) Notes: OREGON 1. Determination as to the suitability of these truss components for the A 4141'14,1GO 0 structure is the responsibility of the building designer/engineer of 44011 TWIN' record, as defined in ANSI/TPI 1. aEN :MOaou 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Russell Tangren Details: 12030EC1-GBLLETIN-GABRST10-12015EC1- 02/23/2016 Submitted by RTT 15:53:37 02-23-2016 Reviewer: RTT $ $ it Ref Description Drawing# Date I 1 44852--BGE 16054010 02/23/16 2 44853--B 16054001 02/23/16 3 44854--BG 16054071 02/23/16 I 4 44855--AGE 16054011 02/23/16 5 44856--A 16054009 02/23/16 6 44857--A1 16054065 02/23/16 7 44858--A2 16054066 02/23/16 8 44859--A2GE 16054067 02/23/16 9 44860--DGE 16054017 02/23/16 10 44861-46 16054068 02/23/16 11 44862--GCE 16054004 02/23/16 12 44863--G 16054007 02/23/16 13 44864--G1 16054014 02/23/16 14 44865--G2 16054013 02/23/16 15 44866--G3 16054012 02/23/16 16 44867--CGE 16054016 02/23/16 17 44868--EGE 16054069 02/23/16 18 44869--E 16054070 02/23/16 19 44870--FGE 16054006 02/23/16 20 44871--HGE 16054018 02/23/16 21 44872--HG 16054008 02/23/16 22 44873--IGE 16054003 02/23/16 23 44874--I 16054002 02/23/16 24 44875--J 16054005 02/23/16 25 44876--K 16054015 02/23/16 • Y r THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - BGE ) Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Wind loads and reactions based on MWFRS with additional C&C member bracing requirements. design. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 4 _, 4 6-1-4 -pail .. 'lb, ... +18_0_0 _,_ 3X5(A1)= 5X5= B2 3X5(A1) L.-. 17-4-0 .J 17-4-0 J I` 34-8-0 Over Continuous Support R=92 PLF U=4 PLF W=34-8-0 RL=2/-2 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) 15.01.01. � QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. Tnos Componems ofOregen (503)357-1118 ••wARMI MOI••TMRFAO win FOLLOW ALL NOTES a THIS ORM MGI ,ftCMA.`‘ Fd'Tp TC LL 25.0 PSF REF R7175- 44852 _ 825 N 4N Avt,Comebus OR 97113 ••I rgRTNITo• FORM SIM s DOMINO To ALL cwTaAnms IMAM Mo THE Nsruams. ' the I atest edi ti on of BM ' a1N DATE 02/23/16 ,,,performi ng thas•Iona.ens. Instal I er•shal I provi de temporary braci ng(BTrusses regal re extreme care I n dl I ut ,e.si„'" 4, 0 Mtn4pf TC DL 10.0 PSF i� • ai '^�;;;�; BC DL 7.0 PSF DRW CAUSR7175 16054010 A UPI]N I . w^•,. . •truss ^ ..o.•^. A« " •,„,.1 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN ICWCOMRRNY drawl . .. a.c.^y.r ......^ u.P•^•^.•sro.P°.:77,,...:s:::%:°:.:::„..°7:°::::.:::,::::;._..svrrl,... n.•eri.>.: ' o. OREGON TOT.LD. 42.0 PSF SEQN- 350924 AMN •:::::7,:=23:I II.::!” s .I MI„Muuu•°•I'iI�2•r.yrf:..................• M• I.Y• •*° si 'A ''LP YA,WWd' o FROM BB 8351 Roma csol. P.,,.I.I I > r .m,II ,,.Dna goer,.:AM:In:i;s...:. *Reit i DUR.FAC. 1.15 SwweOen,CA 95818 ALPINE.....a pi nal..co..TPI.anew.<Pi•... M.MTC&mew..>.I,m• y o.. ICC:w...I..,.r. • 8eiiwTa� SPACING 24.0" JREF- 1VOF7175Z05 a 1 ti THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - B ) Top chord 2x4 HF #1&Bet. 120 mph wind, 20.97 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #1&Bet. :B2 2x4 HF #2: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per I RC-12 secti on 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 1.5X4 3X5% 3X5 1.5X4 4 r ,4 6-1-4 ,.. N _� +18-0-0 I B2 : 3X5E 3X7= 4X5— 3X5= 3X10(B1)= 3X10(81) 1r-6-0-,-• 1-6-0 L 6-3-13 _1_ 5-6-1 � 5-6-1 + 5-6-1 j_ 5-6-1 __ 6-3-13 _ 9-0-14 -I 8-3-2 8-3-2 T 9-0-14 L- 17-4-0 _L 17-4-0 J 34-8-0 Over 2 Supports >1 R=1588 U=64 8=5.5" R=1588 U=64 W=5.5" RL=71/-71 Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01. R_; QTY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft. Tnus Com neots of Oregon 503 357-'.110 ••wARNI NGI••RUE um FOLLMI ALL Kars oe nits Iwaw MGI ••IIPWfw1f•• .owls«,als MAIMS m ALL oomrlwm INCLUDING TE INrrALLFAS. F TC LL 25.0 PSF azsxa�AYe cRmdms o 9713 G TM ��94�a1Ng��`�p REF R7175- 44853 ons.2TC DL 10.0 PSF DATE 02/23/16 top Chord anal I hav•properl y attached structural sheathi ng and bottom chord shal I have a proper!y attached --. 4 e3 94Pe Q 1. BC DL 7.0 PSF DRW CAUSR7175 16054001 ALPINE 1"t s.°^°°•notedI'd ° °r.,• ^r ° r. °r st•"• ^n= ^ ^„ 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITWCOMPANY °.t.. °" r. °; ,„•:;�`r°a'P�°:o:: .,,:ct�"�,S17.PI,..°.o'r'".". ,"","Po;l"°.°" OREGON TOT.LD. 42.0 PSF SEQN- 350926 t:: =741: r NM II."tt!" •lr 1' IM^w t...u^'.Iw:,,n :::: ."µlll t"t“ 0 r 1SI no minor Mr MSI/IPl tl 4,ei.^ 051 Roma clldd r••.•"•I.II s^ ..,II ""°" r °' "'° a tria,aeo• (0 DUR.FAC. 1.15 FROM BB Swrnmenb,CA 95678 ALPINE,•„•.•l pi^,l t^.c°m.,PI,el ,;�n•�°•;.sTC......,,.1"d. ,.o^. IOC:M.I,,.^r..°r, 8ei1T�� SPACING 24.0" JREF- 1VOF7175Z05 f (0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - BG) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMI TTED BY TRUSS MFR. Top chord 2x4 DF-L 2400f-2.OE B°` chord w bs 2o4 DF-L Std//Stc;(g)'BW722o4"HFS#2: 4 COMPLETE TRUSSES REQUIRED Nal I Schedule:O.120"x3", ml n. nai I s ToChord: 1 RowConnectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 2 Rows 812.3.00" °c.cS . (Each Row) Webs 1 Row a 4" Special loads Repeat nailing s each layer is appl i ed. Use equal spacing (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) between rows and stagger halls Ieach row to avoid plitti ng. IC- From 71 plf at 0.00 to 71 plf at 17.33 e I atldi ti on, apply (7) 0.22" n-0.25" mi di a. X 6.0' ngth wood screw at each joint location. TC- From 71 pi at 17.33 to 71 pi at 34,67 le 4" o.` spacing of nails perpendicular and parallel to BC- From 7 pif at 0.00 to 7 plf at 34.67 BC- 1437.99 Ib Conc. Load t 0.73, 2.73, 4.73, 6.73 grainrequi red in area over bearings greater than 4" 8.73,10.73,12.73,14.73,16.73,18.73,20.73,22.73,24.73 120 mph wine, 21.22 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 1401.64 Ib Cone. Load at 26.73,26.73,30.73,32.73 anywhere in roof, RISK CAT I1, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 Wind loads and reactions based on MFRS. psf. Deflection meets L/360 I i ve and L/240 total load. Creep increase factor tel cul aced horizontal deflection is 0.13" due to live load and 0.17" due for dead load is 2.00. to dead loetl. JT PLATE LATERAL CHORD Calculated vertical deflection is 0.50" due to Ii ve load and 0.67" due No SIZE SHIFT BITE to dead load at X= 17-4-0. [ 5] W3X5 S 2.75 [ 8] W3X5 2.75 L 1.25 [121 W4X5 2.75 R 1.75 [13] W4X5 2.75 L 1.25 [17] W6X8 S 2.00 [181 W4X5 2.75 R 1.25 [19] W4X5 2.75 L 1.75 (23] W3X5 2.75 R 1.25 5X7(R)III [26] W3X5 S 2.75 4X5[13]% 4X5[18]-%". �! T 3X5[8]% 4 a 3X5[23]e 3X5% 3X5 6-1-4 0-3-15 _ 0-3-15 IT m. (1)18-0-0 4X16(B7R)= 3X5[5]III 4X5= H0514= B2XB[17] = 4X5[19]= 4X5E 3X5[26]Ill 4X16(B7R) H0514= 4X5[12] --5-3-13 + 4-0-1 + 4-0-1 + 4-0-1 + 4-0-1 a 4-0-1 - 4-0-1 + L- 17-4-0 17-4-0 34-8-0 Over 2 Supports R=13986 U=688 W=5.5" 'I R=13022 U=633 W=5.5" Design Crit: IRC2012/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(O%)/4(0) 15.02.00. AsNST•,:/s. OR/-/1/-/-/R/- Scale =.225"/Ft. Truss Compon®fs ofOregoo ((503)357-!118 "nARN1 M61••READ AND FOLLOW ALL NOTES ON nils DRAM N61 825N 4N Ave,ofOregs OR 97113 ••11eaRINIT FURRIER is mmml Ne ALL CONTRACTORS IN°um1Na TIE INSTALLERS. 'S'@�O TC LL 25.0 PSF REF R7175- 44854 ` G1NF par-fermi ng these,functi ens. Instal "'` �2p4pE�Q TC DL 10.0 PSF DATE 02/23/16 "boel so. top chard*hal I have proper,attached structural aheathl ng and bottom chord shal I have a proper,y attached AC BC DL 7.0 PSF DRW CAUSR7175 16054071 ALPO PO N I i on of .. °Inc. c _ s..^i °m , 02/23/2016 BC go for LL 0.0 PSF CA-ENG RTT/RTT AN iTW COMPANY `°ned•,the �..�,°^'.e:fo a��":�.�°usliiPI,.°:°r>:'Sc a °. eel,a.°^ .� OREGON • nt; o......»:: v"°i°:'.'i :"°fv":.°'u.".r°�°i:: °r..rr., '_""".'[:�. A "+"tr ,aedN C TOT.LD. 42.0 PSF SEAN- 17581 4 /4 0 a1slRw Circle s,Alll.T•r R ng gm.' .AmN/Rl`1 ab..:. s8 t DUR.FAC. 1.15 FROM BB Secmmenb.CA95B29 ALPINE: Ne soilthi•n eb.•° 9��T81h cow:'°' ° °'" " ""'°"^°" "` ° Naxews:arwnesa SPACING 24.0" JREF- 1VOF7175Z05 ^F # ( 0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - AGE ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 HF #2 :72 2x4 HF #1&Bet.: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding load one face, and 24.0" span on opposite face. Top chord design. must not be cut or notched. details or See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Provide lateral wind bracing per ITWBCG wind bra cin engineer of record. 2X3 studs require reinforcementgat 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 Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= • 4 4 r T2 I 5-10-15 0-5-9 ..... 1111111111111 1 3X5(B1)= 18 0 0 5X5= 3X5(A1) 1-6-0 LL 16-4-2 -I_ 16-9-0 J I.< 33-1-2 Over 2 Supports R=152 PLF U=8 PLF W=33-1-2 RL=3/-3 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2% 0%)/4(0) 15.01.01. ;e ., QTY: Tnus Comppooneuu of0regon ((503)357-2118 ••wAlwi xDl••xrAo Iwo FounW ui MmFs uw TNis oRAnxm , Q OR/-/1/-/-/R/- Sca l e =.1875"/Ft. _ 825 N4M Ave,Corndms OR97113 ••I comma Is manlm TO OLII COOTM'LIIwxWINY TIE INSTALLER. TC LL 25.0 PSF REF R7175- 44855 the I atest edit/on of ITrusses regui re extreme`(B� a and f ��61N�� P TC DL 10.0 PSF DATE 02/23/16 b°Refer to tires!nes l _ °'standard en as shown°° °°.-above and �I.46k, top chord shal I hare preperl y attached structural sh•ethi ng end bottom chord she/I here a prep•r1 y attached ge'"� BC DL 7.0 PSF DRW CAUSR7175 16054011 Al p VE. the Joint 1 °° others/ „°° °„ 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY a° e;: °`°,trey .°""':°°"°�;::�;�.e:��°nxsl 7T°i�.°:°:e:�..°.��n°°;.°o;.P. OREGON •p..I Ian<ni.a..aroro......es. o<ia<a.er..�.o,iMi.<......n.�,....o..r..a.°.�..oI...T� 'A G TOT.LD. 42.0 PSF SEAN- 350915 Tn.• .. 1.. "acv u,ae4" O a1sl Roma c u .......I.<.I NE.° <..dI I:1n.°Dahl .NISI `1°She<t... ...<..... ....... .<� .. g8e11 Tats DUR.FAC. 1.15 FROM BB Seu+menm,CA95828 tn.. ra genera/ r...I°I TPI._` °'w" "".`em I«."".'°°'•f° ° RExmvs:6A42o1s SPACING 24.0" JREF- 1VOF7175Z05 ( 0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - A ) 7H15 DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS)SUBMI TTEO BY TRUSS MFR. Top chord 2x4 HF #2 :T2 2x4 HF #1&Bet.: 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wi nd BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbal anced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 1.5X4% 3X5% 3X5a - T2 1.5X49 4 4 5-10-15 0-5-9 \ Ti18-0-0 5X5(81)= 3X5= 4X5. 3X5= v 3X7= 3X10(61) 1-6-0 L 5-8-10 8 4-8 J 5-3-12 17- 1 10 7 12 ,..1, 5-3-1211-101_ 5-3-12 8-9-62 6-1-8 "1 L- 16-4-2 L 16-9-0 J k33-1-2 Over 2 Supports R=1404 1.1=56 R=1525 U=69 W=5.5" RL=61/-61 Desi gn Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.5.'_ QTY:2 OR/-/1/-/-/R/- Scale =.1875"/Ft. Tnus Componems ofOregon ((503)357-1118 N I"WAD AND FOLLOW All mrtrs OM This MINK, �(��V °� TC LL 25.0 PSF 825N 4lh Ave,Comelms OR 97113 ^NIPpnANTe ION THIS MM. ALL amAciww MUM NO INSTALLERS.Trusses regul re extreme care I n.1.1 cat!ng.ha./I ng.shi ppl ng.I natal I I ng and bracing.Refer to and foi i. `�1� GINir 6. TC REF R7175- 44856 to Mar.ng these functi `° per (4 as294Pe�� TC DL 10.0 PSF DATE 02/23/16 ,41164, top chord shell hare properl y attached structural sheathi no and bottom chord she.I haye a proper!y attached it BC DL 7.0 PSF DRW CAUSR7175 16054009 A APB N C el pi no. ° C" nc r° y ° from<hi 02/23/2016 BC LL 0.0 PSF di f 1.11 notCA-ENG CWC/CWC ANITW COMPANY I",.draw:".g. e.. r, ns r<rua,..."""'n conformance:�S:AASI,T,I,..r for handl I ng, AAI ng. OREGON TOT.LD. 42.0 PSF SEAN- 350942 A owe.n Ge.drool..r r nM I ell. •u ,I me not.aaaaaaa me of a Ar .r.n profession.aneu'r"""i i l"e A*sell rev"''0�t0 DUR.FAC. 1.15 FROM BB 6331R Cuck rnnna,hll f r a AA al one.-n•Ay so!el y far the desi on shown. The/Nn.t 1IIty a "5 s h. Uw,am,w,CA 95828 ALPINE,"n..n n S..o",Tr1... e^o,,e.STA ewe." n"" y.corm: ICS m.l`cora A Minn,/�6TaR SPACING 24.0" JREF- 1VOF7175205 • .. (0216167—PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - Al) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI WENS!ONS)SU&Ai TIED BY TRUSS MFR. Top chord 2x4 HF #2 Bottom chord checked for 10.00 psf non-concurrent bottom chord live Bot chord 2x4 DF-L #1&Bet. load applied per IRC-12 section 301.5. Webs 2x4 DF-L Std/Stud(g) :W4, W5 2x4 HF #2: Connectors in reen lumber y 9 Deflection meets L/360 live and L/240 total load. Creep increase 9 (g) desi ned usin NDS/TPI reduction factors. factor for dead load is 2.00. 120 mph wind, 21.19 ft mean hgt, ASCE 7-10, CLOSED bld Located Truss designed for unbalanced snow load based on Pg=25.00 psf, anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wind BC DL=4.2 Ct=1.10, Ce=1.10, CAT 11 & Pf=21.17 psf. psf. JT PLATE LATERAL CHORD NWind loads and reactions based on MWFRS with additional C&C member [ SIZE 1.S5T 1.25 25 L 1.25 design. [15] W3X7 1.25 R 1.25 Truss supports 200# mech unit; unit centered at 16-2-7; supported by BC; unit width 2-0-0; supported by 4 trusses. 5X5= 1.5X4111 IS 3X5=-5-. j 1.5X4 III 4 � /� W5vV ' 3X5W4 �� 4 5-10-15 0, 0-5-9 0-511 20 s U ma 1 i l 1 s 18-0-0 3X7(61)= 1.5X4111 3X7[8]= H0308= 3X7[15]= 1.5X4I11 3X7(61)= , 5-8-105-3-12 � r 5-8-10 5-8-10 ..1.., 5-3-12 , 5-3-12 5-3-12 5-3-12 �i 10-7-8 'I` 5-3-12 ,..i,‘ 5_ g_p 'I LL 16-4-2 I 16-3-8 J 1.c 32-7-10 Over 2 Supports J R=1439 U=62 = RL=53/-53 R=1438 UU=62 Design Crit: I RC2012/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 15.02.00. „.,; ..- OR/-/1/-/-/R/- Scale =.25"/Ft. Truss Compon®ts of Oregon (503)357-1118 ••wMMI MGI••nrw No Fouw Au MRIF$aM nes oRenxm P 825 N4th Ave,Comelms OR 97113 ,.i 'n" 'U•"�TM.swundl rouippnw�crwsi xanixc nEi wsr.ufes. S'�S TC LL 25.0 PSF REF R7175- 44857 89 p TC DL 10.0 PSF DATE 02/23/16 to performi ng th•s•Ione.ons. Instal I era shal I prey,.temperer),hr..n9 Per KS, ...,•••noted ether... 4/ Iddi top....d shal I h...proper,y.tx...a structural sheathi ng..a bottom chord shed 1 have a properl y Attach. k o� ,< .��b. ° ° a - °f e °4 °° ! BC DL 7.0 PSF DRW CAUSR7175 16054065 A[L" M NE °„, °._ 02/23/2016 BC LL 0.0 PSF CA ENG RTT/RTT ANRWCAMR y °:.: °°l',..,,`°°°tr......<�• .°°o�.o��..":i<�"�wsvmi<.°:°�;;'..�.��s•°..�Po�°.:°" OREGON •'. gl; .......wo n=a.. .....e.fi. aa;: °',$';:.'":m',"::.'.�'.rrt.. TOT.LD. 42.0 PSF SEAN- 17576 8331 Roma C ..n.�.,i s .<.:said, wan»...:Areurr`1 s.a"°......<. . �@"ttvt�,ted�t0 DUR.FAC. 1.15 FROM BB Sanmento,CA 95818 ALPINE:,.. ,< , ell an ,,nom. ..., en....,.,.. s...vs•6M./26.4 SPACING 24.0" JREF- 1V0F7175Z05 1 • M THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - A2) Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5% t 3X5 1.5X4 1.5X:1411111/1111r .SX4 4 4 5-10-15 0-3-15 0-5-12 18-0-0 62 3X10(61)= 3X5= 4X5= 3X5= 5X5(B1) 1I 6-01 3X7= ,. 6-1-8 8-9-6 5-3-12 7-11-t3-12 03 12 5-3-12 7-11-10 5-3-12 J— 8-3-1:-8-0 J L 16-9-0 J. 16-3-8 'I J 1" 33-0-8 Over 2 Supports R=1523 0=69 W=5.5" R=1402 0=56 RL=61/-60 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00.,r„,107,1,7.,,, OR/-/1/-/-/R/- Scale =.225"/Ft. Truss Components of Oregon (503)357.(118 ...WARN!NCI••MAO AO roues ALL NOTES a NIS MIAMI Trusses requi re extreme care I n fah.,oat]ng.h•nill I no.shi pal ng.I natal I I ng and brecl ng.Refer to and fol I ow �`� wive. 3� TC LL 25.0 PSF REF R7175- 44858 825 N 4fh Ave,Comdrus OR 97113 °°"• 'W''• SAMS.TM's°A"•°1O"LL •ACTOR•I NMAN w TOE INSTALLS.. the I atest eel ti on of BCSI to parr....ng these functi nes nreoI' 4' '4& �T TC DL 10.0 PSF DATE 02/23/16 lidillih, top chord shal I have properl y attached structural Sh•ethi ng and bottom chord she,I have a properl y attached tr.., pRetellb;; BC DL 7.0 PSF DRW CAUSR7175 16054066 f�11L�L�)�N[ the ane °17r°°' not. other. Refer to "`°"° 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT AN ITW COMPANY : . °"L bracing° russes�cr.n:1"°2oro �.."a eennxsi irrl L rn.A13 ro.'n.nm nsu"inu�.i a:°" OREGON TOT.LD. 42.0 PSF SEQN- 17571 A"tel l en Me•.re•I M.r ewer P.M I I eV.t ••era...1.1.P.t f eptoe.H�rNttN xl.l74: I neer!. �1Y 14.1•d 0 MI Roma Citric .—•I.11 , ..,11.1 en. r ANSI/.�S..`:••"••• r.. .r ,..r .r. . a **ell 8 t OUR.FAC. 1.15 FROM BB Secmmenlo,CA 95838 e' For more I nformati on sae thi•n•n'•. °n E S�Ts� SPACING 24.0" JREF- 1V0F7175Z05 Asci OE:e.. a n•1.. °. rri .r to, a rrt<A wit*.sin!n.0 icc > ..w.co safe.ore 0.ENEW5:6l30R016 of (0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - A2GE) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SU&AI TTED BY TRUSS MFR. Top chord 2x4 HF #2 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 :B2 2x4 HF #1&Bet.: anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-0-0 top chord outl ookers 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5= ' 4 r— ` 5-10-15 0 X15 '!l! I� I 4 0-5-12 ji) 111.�.�_ I/ 18-0-0 3X5(A1)= 5X5= B2 (:1) tI 6-GI 16-9-0 J 16-3-8 J 33-0-8 Over 2 Supports R=129 PLF U=7 PLF W=15-6-0 R=111 PLF U=3 PLF W=17-6-8 RL=4/-4 PLF Note: AI I PI ates Are 1.5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. ; +.: OR/-/1/-/-/R/- Scale =.225"/Ft. Thus Compomots gre goo ((503)357-!t ix ••WARM WGI'•TM AD MD roue NI NOTES all TRIS MINNS! TC LL 25.0 PSF 825 N 4N Ave,Comelms OR 97113 ••I WORTANT•• FURNISH E OWNING TO ALL CONTRACTOR INCLUDING TN I,Wr u ns. .(� S•tp� REF R7175- 44859 Ory GINS Safety I nforsati on.by.1 a. ")' FA/ 01' Fpchord have proper,ette.n.structure!sheathi ng..a bottom chord shal I have a properi y attached % TC DL 10.0 PSF DATE 02/23/16 "reorient ' BC DL 7.0 PSF DRW CAUSR7175 16054067 Gr • y frame["„ 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT .:I Go, for AN RWCOMpWV i,,,aa o a ., to oorr: s^oua,In conformance el[h sisal 1.or for handling.,hiPw g. OREGON TOT.LD. 42.0 PSF SEAN- 17584 r vM O11 t"t�GrW�jM dr[wY°e PWN Il lmtlM t N[4n"Oi IMIUM1N W<eNP[Nnw dt�rfM1°N enNl^ InNN1I v�1N1nal Deal WNSI/TN'I Sec, °M w' tNl..r. .r •[ 8819I1tT8n c0 DDR.FAC. 1.15 FROM BB 87s1 Roma code w+I 1.11r. the r ry N. Seawne o,CA9582B •.1<h.•geo•rai •Pink..„•.IPInal to..,w.yPl..w P ,. g,WA: ..abaindn,.try.one. ICC wee.ieefele.ors arxmvs:GcwnGtc SPACING 24.0" JREF- 1VOF7175Z05 A y THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 6 DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - DGE ) Top chord 2x4 HF #2 :T2 2x4 DF-L #1&Bet.(g): 120 mph wind, 20.62 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. :W1, W2, W3, W4, W5, W6 2x4 DF-L Std/Stud(g): :W7 2x4 DF-L #2(g): Wind loads and reactions based on MWFRS with additional C&C member Connectors in green lumber (g) designed using NDS/TPI reduction design. factors. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements. must not be cut or notched. Provide lateral wind bracing per ITWBCG wind bracing details or per (a) #3 or better scab brace. Same size & 80% length of web member. engi neer of record. 2X3 studs require rei nforcement at 70%of the Attach with 10d Box or Gun nails (0.128"x3",mi n.) • 6" OC. length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead I oad is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5(R)III 3X5,---- 3X5,' - 4 �roprerI T2 W4 OPP 3X5 1 Wl, W3 1....70. I I \� y 5-4-15 aa P I il ,_ O''''' •''7 _ pq 18-0-0 3X5(A1)= 3X5= 5X5= 3X7= 3X5= 3X5(A1) 1�6-0 1-6-0 -0 ,, 5-1-07-7- -1-07 8 I_ 5-1:0 �I. 7 8 1-0 . 5-1-0 7-7 8,L 5-1:0 ,j 7 7 8 1-0 7- L- 15-3-0 15-3-0 J 30-6-0 Over 2 Supports R=205 PLF U=13 PLF W=12-9-8 R=332 PLF U=21 PLF W=5-11-8 RL=7/-7 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0% /4(0) 15.01.01...?„1-.—;� QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. _ Tnl$s Compo ens Of Oregoa (503)357-:.1118 'MAIM MGI••REAR AMP FOLIAR ALL NOTES OR MIS SRAM= REF R7175- 44860 825N4th Ave,ComeEn597113 ••I AMF•• FURNISH THIS M6 TO ALL RRR IMAM NO THE INSTALLERS. co GIN IC LL 25.0 PSF 4,N'4 sxoa 4, A. TC DL 10.0 PSF DATE 02/23/16 r"b;; •,,° �, BC DL 7.0 PSF DRW CAUSR7175 16054017 A fL�PII N °° 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC °rWeea,,,, •„ "' : "•nRsvmi °•"''n•""��"9•"'Hao^�°.°" OREGON TOT.LD. 42.0 PSF SEQN- 350953 27,...en tilt tt,I"A er:Mr:V4:,!y V IMlut.t.te.AlA ar"IMr`M ta,t`".c It 1S tm Ilie w•"A tm" . ,<,. "en" p wlY/A.YOdt 0 8351 Roma cwt •A«I.I.II R the""'AI"R^•• r ARM/B•I`l s,.•i.•M ` 11 TH 't DUR.FAC. 1.15 FROM BB SacrelRtvm,CA 95828 8@@ n' RENEWS:nmzoss SPACING 24.0" JREF- 1VOF7175Z05 THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - DG) Top chord 2x4 DF-L 2400f-2.OE Bot chord 2x6 DF-L 2400f-2.0E 3 COMPLETE TRUSSES REQUIRED I < Webs 2x4 DF-L Std/Stud(g) :W7 2x4 HF 02: Nail Schetlul e:0.120.'0", ml n. nails ToChord: 1 RowConnectors in green lumber (g) designed using NDS/TPI reduction factors. Bot Chord: 2 Rows ®12.3.00" o.c. (Each Row) Webs : 1 Row o 4" o.c. Special loatls Repeat nailing ass each I oyer i applied. Use equal spacing (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.-1.15) between rows and stagger nailsin each row to avoid splitting. TC- From 71 p1 f at 0.00 to 71 p1 f at 15.25 4" o.cspacing of ll er bendi cul ar and para)l el to grai n requi red in area a a v bearings greater than 4" TC- From 71 plf at 15.25 to 71 pif at 30.50 BC- From 7 plf at 0.00 to 7 plf at 30.50 120 mph wind, 20.87 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 1403.86 Ib Conc. Load at 2.06, 4.06 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 BC- 1438.69 I b Conc. Load at 6.06, 8.06,10.06.12.06 psf. 1406.16.06,18.06.20.06,22.06.24.06,26,06.28.06.30.06 JT PLATE LATERAL CHORD Wind loads and reaeti ons based on MWFRS. No SIZE SHIFT 817E Calculated horizontal deflection is 0.12" due to live load and 0.17" due [ 5] W3X5 S 3.00 to dead load. 7] W4X5 3.00 R 2.25 8 W4X5 S 1.25 Deflection meets L/360 live and L/240 total load. Creep increase factor [ 9] W5X5 3.00 R 1.75 for dead load is 2.00. [10] W4X5 3.25 L 1.25 [18] W4X5 3.25 R 1.25 Calculated vertical deflection is 0.51" due to live load and 0.68" due [19] W5X5 3.00 L 1.75 to dead load at X= 15-3-0. [20] W4X5 S 1.25 [21] W4X5 3.00 L 2.25 [231 W3X5 S 3.00 6X6(R1)' 4X5[10] /� 4X5[18]- _I 4 T 4 ,-- 4X5[8]% is 4X5[20] 3X5% ^ 3X5 5-4-15 0-3-15 �� I® - 0-3-15 IT r.- M� 18-0-0 4X1. B7R)= 3X5[5]III 4X5[7]= 5X5[9]= 8X8(R)III 5X5[19]= 4X5[21]= 3X5[23]III 4X16(B'R =- H0508= --4-9-9 + 3-5-13-- -3-5-13 >I< 3-5-13 >I< 3-5-13 >fc 3-5-13--+-3-5-13 + 4-9-9-H L 15-3-0 L 15-3-0 J H30-6-0 Over 2 Supports R=11338 1J=572 W.5.5" R=12555 1=633 W=5.5" ppoo Design Crit: I RC2012/TPI-2007(STD) 8TY P,Ave,CorneliusGau 03 t3 Wave FT/RT=2%(0% /4(0) 15.02.00...^SI=TNS OR/-/1/-/-/R/- Scale =.25"/Ft. PLT TYP. 20 Gaua_e HS, Truss Components of Oregon (503)357-2118 ''WARN'N61•'READ NN rata ALL moms on Till s MEM! It 1 ••IIFORTNIT•• Molise Tea dWINO ro ALL CORRACTp6 INCLUDING TE 1NSTY1FA5. ,�'�i� t4s, TC LL 25.0 PSE REF R7175- 44861 Trusses r•gui re extreme the I atest edi ti on of SCSIto p•rform ng these luncti`e""'"° poraryraci ng per ri mating,handl lug,sill ppi ng.I natal 11 no C„>°' �.ng.Refer to and Pot lee �5 (C,CS, UM es•noted otherm so. 44 t. TC DL 10.0 PSF DATE 02/23/16 BC DL 7 .0 PS,Agillbk top chord sits/I haws properl y attached F structural � DRW CAUSR7175 1605406 A f hMI N I °"°Dotal• °°°°"noted° °°'° Refer ° °° - °°'<°"` ' °` °"` "„ 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT ANITW COMPANY °n a.ci"y°rc....,r�..°:o 2ecro.°i.o..a<n"nnsvrnl,.°.°.e.'".°uii.yO:"°ens°:°" OREGON TOT.LD. 42.0 PSF SEQN- 17579 A"tttl sn •.rtNIM er twxswtplj•IltDet 7 tIl•:::: i IM t i u°r:tl p°fatttl Y"t<"te"at•'r"rtl•ttaNt ,,,,•.D..I.t•.+r AMMAN ••• " �•8 Ztrla,aed^ t0 OUR.FAC. 1.15 FROM BB 8351 RomaCitric rams!to 11 ty. <t Bell Tat• Ssaa,a am,CA 95829 ALPINE:won a°"t t•.on:TM..t..tM nat.°r^,wTCA,wee.a°"°• .com, ICC: t...I°°ttr..erg a.Nmvt•6/18/28 11A SPACING 24.0" JREF- 1V0F7175Z05 THI S DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - GGE ) Top chord 2x4 DF-L 2400f-2.OE 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Truss designed to support 1-0-0 top chord outlookers and 5.00 PSF Wind loads and reactions based on MWFRS with additional C&C member cladding on one face, and 24.0" span on opposite face. Top chord may be design. notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not See DWGS A12015ENC101014, GBLLETI N1014, & GABRST101014 for gable wind notch in overhang or heel panel. bracing requi rements. Provide lateral wind bracing per I TWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve engineer of record. 2X3 studs require rei nforcement at 70% of the length load applied per I RC-12 section 301.5. tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbal anced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50. Ce=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [16] W3X5 S 1.25 4X5= 3X5[16] MIilli r r 4 ill rIlliii....._ ----14 2-11-15 0-3-150-3-15 6 i i 40,9-04 2X4(A1)= 3X5= 3X5(A1) L1-6-0?1c 5-0-0 >I< 11-0-0 1-6-0›..1 8-0-90-2-2 9-2-2O ,L 8-0-0 "6-9-14 I� I, 8-0-0 8-0-0 J l< 16-0-0 Over 3 Supports R=565 U=43 W=3.5" R=846 U=48 W=5.5" RL=53/-53 R=644 U=15 W=5.5" Note: All Plates Are 1.5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.' QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Tmss Compoomta of Oregon (503)357-ll 18 °°wammi mei N•arm AMD FOLLOW ALL IMES or nos wan NM ��N •l C, — 825N4NAve,ComdmsOR97113 "I�OAf"'R" F'"°11°�TM14AMN°1O"u +^�Iwwollm THE lra.Auas.i cat!ng.handl I no.sill pal ng.i nstal I I ng a.bracing.Refer to and fol lam `y,�4 GtN� 3�� TC LL 25.0 PSF REF R7175- 44862 Trusses rogui re extreme° Se n° Instal`top chord anal I nave properi y attached structural sheathi ng anfl bottom chord sha/I have a properl y a ttetehed �0 83294PE�4' TC DL 10.0 PSF DATE 02/23/16 bo; fee.or truss posi ti on es .. ".o" BC DL 7.0 PSF DRW CAUSR7175 16054004 A I�L�p N oe"t ° " o ,w ,. ° standard`sponsi 0 02/23/2016 BC LL 0.0 PSF CA-ENG PBC/CWC AN ITWCOMPANY P o" , .,trusses."°""Components•'group°:":�°^N""�""'I.^••_r handl I^s. °°"°. OREGON TOT.LD. 42.0 PSF SEAN- 351398 f.a m N.IM sr HwP N:i ttl7 t'.°:"1"471%4"1"..11:: x cm.ar r r'"e SLY is,mom` 0 8351R Cade r..N.�,.LIIItY. eN.`e°,il:.°oa.�,.r;::,wsln:1�s:.e: ."Y.er....�r.l. N. @ /tTg�'� DUR.FAC. 1.15 FROM BB for more Sal�eob,Roam 95B2e ALPINE.maw.s�°�ns�t..cow,°Lion w...t°I".t. ,.N,.A.....s,.l",.neral notes pag•...try.cow: ICC:won.I."..r..or 8e SPACING 24.0" JREF- 1VOF7175ZO5 St— ( 0216167--PARR FOREST GROVE -Ri ve rsi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - G ) 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=6.0 psf, wind BC factors We.bs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord I I ve Deflection meets L/360 live and L/240 total load. Creep Increase load applied per I RC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 6X6= 4x- 2-11-15 8 a9-0-0 3X5(A1) 1.5X4 III 2X4(•1) 1-w1-6-0-1.< 5-0-0 >I< 11-0-0 >I.C1-6-0-,••1 8-0-0 8-0-0 L- 8-0-0 ,L 8-0-0 J I< 16-0-0 Over 3 Supports R=707 U=5 W=3.5" R=765 U=2 W=5.5" RL=48/-48 R=186 W=5.5" Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 =,•",'•'TOF QTY:2 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon (503)357-;118 ;'wawa FM••PEAS AND FOLLOW ALL NOTES ON MI S Owl xu �S TC LL 25.0 PSF 825 N 4N Ave,ComdLus OR 97113 "llsoRr'vrt cue"'I TM's°'wiw ALL CONTRACTORS I xwni NS THE i xarALams. p�Nh �� ISN E�� HOTrusses requl re extreme care I n rabid eating.handl I ng.shl ppl ng. I nstal ling and brae!ng.Refer to a.fel I ore Z REF R7175- 44863 "" net.other. gp, 9 TC DL 10.0 PSE DATE 02/23/16 I ^ Iwi Aoo� „,"d on /top chord shal I have proper!y attached structural sn•athi no and bottom chord shal I have a proper!y attached BC DL 7.0 PSF DRW CAUSR7175 16054007 A�L��I V 02/23/2016 BC LL 0.f 55 I no i on as 0.0 PSF CA ENG CWC/CWC AN ITW COMPANY ';:". m,: r. "`d TW DA I""monfe mance el<m°ANSI not be I.or for'hanIN•d°n."";hdppl";."" OREGON w".»�9..I.m.a:::::;°Za :,:%.:::. ��<i»C.'.......;',"1".:!::::°:,°::ne..r orer».�»ae '1i1 <y C TOT.LD. 42.0 PSF SEQN-�ru,sed' 0 350965 slsl Ro mdc axle r»P•••iSI .< um ml1:ma Pm uar„:AIM < ». .r..,.r r. . » *eon Tan'- DUR.FAC. 1.15 FROM BB Ssmmwn,CA 9503 ,^`s general A cec „. P.d,tee=d..o0c.. woA. ,..od."du.<ry.=d,, «. ..cc,.r.. . acWEWS:ArmnwW SPACING 24.0" JREF- 1VOF7175Z05 ( 0216167--PARR FOREST GROVE -Ri versi de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - G7 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors In green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per I RC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5(R1) /010 4 1 4r— T2 2-11-15 0-6-2 - +9-0-a 1.5x4 III 3X5(B1)= 2X4('1) 1< 4-5-8 >I< 11-0-0 =-1---1-6-0 L � 7-5-8 + 8-0-0 71 L- 7-5-8 _I_ 8-0-0 J I< 15-5-8 Over 3 Supports R=612 W=5.5" R=765 U=3 W=5.5" RL=40/-39 R=95 W=5.5" Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT-2%(0% /4(0) 15.01.01).0•PRDA QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Truss Components of Oregon ((503)357-!118 •1WARNI NCI••READ MO RUM AL NOTES ON THIS WAVING! s/ TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ••"�°� "'""w'MIS�A Au-WxrAAcrmm IAftl�IA.THE NmTAu.EIm. Gerry ��GiNg�� pREF R7175- 44864 to parformi ng the"functi ens.care `s"n"°Component `"" es•not..otherwi se. it TC DL 10.0 PSF DATE 02/23/16 2 w°„.,416b top chord shill I haw•properl y attached structural sheathi ng end bottom chord shal I have a proper!y attached BC DL 7.0 PSF DRW CAUSR7175 16054014 A I,-)B N I� 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN RW COMPANY '. ..d: ..°,%':',.'':,:"Z.�:�,�o�.e::°..:i..V.1,74 7..:°%:',,.,,.,,,.. °°:.,;!`"' ..°.,. OREGON A nate! MI•e.aM.r mem�µn a„y ,.•„,,,,I,„ „^„a,•f ..•e•.. A a c TOT.LD. 42.0 PSF SEAN- 350974 8751Room.Ci¢k mammal el •y• TM•.,..n, ..�..f.r..y.rmtu�rP�:"e.o "+hru,3s 0 mom.a,:.�o..i..r Awns s.•`yz"•"••°`` • ' 88e11 Tail's DUR.FAC. 1.15 FROM BB S.cmm oE,CA 95826 •1<•.. ALPINE:•..•l.'nal tw cow TPS.• ..,•. ..x CA.••.•..l.du .•. ICC.neve,...•f.. . RENEWS:6/30/2016 SPACING 24.0” JREF- 1VOF7175Z05 ( 0216167--PARR FOREST GROVE -Ri versI de 2885 A LOT 2 -- 1024 SE 47TH AVE HI LLSBOR - G2 ) THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DIMENSIONS)SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x6 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per I RC-12 secti on 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5 -- 1 4 1 41 T2 2-111-15 6 / 0-8-2fl- wij 3X5(81)= 1.5X4111 = -0-0 3X5(A1) L 3-11-8a1< 11-0-0 >I< 1-6-0- 6-11-8 -6 0-6-11-8 >I< 8-0-0 L 6-11-8 8-0-0 J 14-11-8 Over 3 Supports R=554 U=1 R=127 W=5.5" RL=39/-38 R=735 U=4 W=5.5" Desi gn Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 :`: ,P DR QTY:1 OR/-/1/-/-/R/- Truss Componems of Oregon ((503)357-:118 •mum NGI••moo ONO FOLLOW au NOTES al nos maim! - l,' SC a I e =.5"/Ft. _ 825 x 4@i Ave,Comdms 01297113 ••Ir�arNT•• MONISM THIS MN W m w.N.mmrm.c,ORS mwmur TO INSTALLERS. ��sh �� ISN Ek."b TC LL 25.0 PSF REF R7175- 44865 0.;�`;�,A:d,:',°� RF`"'<' TC DL 10.0 PSF DATE 02/23/16 ,4 n ^ ' „< • •1; ' 6t os ,, ,,, ,, BC DL 7.0 PSF DRW CAUSR7175 16054013 ALF-1 I �J 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN.Com. . ., .., " '^•^^•^•••^_••�<.nms��,vN,.<....N,...,.nm. N ,. ••'•«" OREGON e''::e.,,aN.•. .�M..u.«.,•�.Nr 1:.::-. .w°..(.o.N,,. n.,vo..N.,,.N«wN�,...N„m /3 'zau,aed' 0 TOT.LD. 42.0 PSF SEQN- 350980 835,RomaCAimle ......A.N N >> ;;,.r�N°no OW ,. R /;:N;...`;.^°••••r.RN.....N .. ,... °r.N. .. aaeli Tan'< - DUR.FAC. 1.15 FROM BB %a:mmmo,CA 95828 <e - .<>NmE.wan,aa..<......�N... m,R .. «. REREws:Rrmrmnn SPACI NG 24.0" JREF- 1VOF7175Z05 4 e THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - G3 ) Top chord 2x4 DF-L #2(g) :T2 2x4 HF #2: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g; anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reducti on Wind loads and reacti ons based on MWFRS with additional C&C member factors. design. Left end vertical not exposed to wind pressure. Bottom chord checked for 10.00 psf non-concurrent bottom chord I i ve Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, JT PLATE LATERAL CHORD Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. No SIZE SHIFT BITE [ 3] W1.5X4 S 2.25 6X6(R1)Di 41 3X5(R)\\\ 4 2-5-15 \, T2 2-11-15 1.5X4[3] III 3X5= ` 9-0-0 2X4(A1) —1-6-0--a•I I.-1-6-0 >I< 8_0_0 L 1-6-0 J_ 8-0-0 J i< 9-6-0 Over 2 Supports R=395 R=562 W=5.5" RL=-44 Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(O%)/4(0) 15.01.01 ,;•it:•PRbp QTY:2 OR/-/1/-/-/R/- Scale =,5"/Ft. • Truss Compoae t of Oregon f(503 357-1.118 •'WARNI NDI••READ SAO FOLLOW ALL Molts w1 THI s DRRAWI NGI 825N4th Ave,CornelLus OR 9713 ••IIWONTAWr•• MAIMED COMM AU CONTRACTORS MIAOW TaE INSTALLERS, `oj Ca 11VF SS'i0 TC LL 25.0 PSF REF 87175- 44866 Trusses regul re extreme care I n fabricating.Canal I mg,shi pp.,.I natal I I ng and brael ng.Refer to and Tol logo ii,the I atest tie.ti on of 8CSI ° "'` maxamE�'Q y TC DL 10.0 PSF DATE 02/23/16 � bo;. re a"e°" BC DL 7.0 PSF DRW CAUSR7175 16054012 f=1 L��N "`Dotal "° noted° °r"po 'r ° r f°'standard oe ons. from has 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN ITW COMPANY drat. , y: r.ins ..r"sen tr"se°i n'confa mance elthoup Inc. °nisi iiil 1,or for habe responsi 01 ndl g, hl for any eni o:°" OREGON A wallow thi shl.or meerrx.'p listing this ,Indicates eedgbnee of roMgenalnGMbwrlM 0 44T14 'A' O TOT.LD. 42.0 PSF SEQN- 350982 rr :u i I ti solely l, for the deeds,.sr r;,v he suitability end use of thl s drawing for enr structure I e the @8 ( Els,xov cwt ell Tao DOR.FAC. 1.15 FROM BB S mmARo,ca9ssiegen•raSPACING 24.0" JREF- 1V0F7175Z05 ALPINE:www. p more tw.cne,TPI.soma.tpi net. e.NTCA...e.ahci"eu d th•n. ICC,view Iuaere 9 RENEWS:E/3O/2016 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - CGE ) Top chord 2x4 DF-L #2(g) 120 mph wind, 19.13 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere i n roof, RI SK CAT II, EXP B, wi nd TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) desi gned using NDS/TPI reduction Wind loads and reactions based on MFRS with additional C&C member factors. design. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements. must not be cut or notched. Provide lateral wind bracing per I TWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5 Mil 1 1 II 4III 4 11 II 2-5-4 fl III 18-0-0 // / / / / / 2X4(A1)= 2X4(A1) Lc--1-6-0-->1Le-1-6-0-->i 6-4-0 6-4-0 l< 12-8-0 Over Continuous Support >1 R=158 PLF U=28 PLF W=12-8-0 RL=4/-4 PLF Note: All Plates Are 1.5X4 Except As Shown. Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 4..1:PBbp QTY: OR/-/l/-/-/R/- Scale =.5"/Ft. TNSs Compoflans of Oregon ((503)357-?118 "WARM NGI READ Am RUM xmrs ax Nis ima.uH l REF R7175- 44867 825 N 4Th Ave,Comdnls Oti 97113 '•I WORT/01r. rum SU TX COM NA TO CONTRACTORS l AMMO=TIE l NAMUR. �e �o1NF�, S/0 TC LL 25.0 PSF " • �e 4'ea2e4PE 'f' TC DL 10.0 PSF DATE 02/23/16 e° o" A P FDO N , BC DL 7.0 PSF DRW CAUSR7175 tsos4ots E <° , <vi si on of 1717 Sul I di. "° Gr< ° °° ,. ., 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN nW COMPANY drawl" "°<e,f: r° "; ...,,... t,.,.I n°ce�rGroup nee"*I.h°ANSI not be;.`or°�e:'..bl�dfor o.s?oo�..."" OREGON A•..l thi.°..NM. p.o.!Ialw�:r„:.°i ll,1i......Caa..a.�rp..r..aala wl.«rIn. p ttv n.2- C TOT.LD. 42.0 PSF SEAN- 350947 &351Roma Cxde ..,.I.IIrosponollnl , .x..,ll.for Mr..:Axwrtn;s..,.' "'•. • ' "•"'. `eeellTao'�0 DUR.FAC. 1.15 FROM BB s.olm..,casse:enotespage a.thesewelsSPACI NG 24.0" JREF- 1V0F7175Z05 ALPINE:www. .".I<..°".,rrl..°this,.<. ..general ..”<.r.<.., we ...I....r. . RENEWS:enorsorc 4 THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. (0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLS8OR - EGE) Top chord 2x4 HF SS 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W1 2x4 DF-L Std/Stud(g): DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member desi gn. Truss desi gned to support 1-0-0 top chord outl ookers and cladding load Provide lateral wi nd bracing per I TWBCG wind braci ng 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 A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requi rements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per I RC-12 secti on 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss desi gned for unbal anced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= q Pil 1 W1III III 1 II 11 4 ill • 2-3-15 6 6 0-31 15 i i i i i �_ 0-3-15 9_0_ 9 2X4(A1)= 2X4(A1)m- L-1-6-0---1 L-1-6-0--9J Ie G-0-0 >‹ 6-0-0 L 6-0-0 ,I_ 6-0-0 J l< 12-0-0 Over 2 Supports >1 R=791 11=116 W=3.5" R=791 U=116 W=3.5" RL=44/-44 Note: All Plates Are 1.5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4 0) 15.02.00. OR/-/1/-/-/R/- Scale =.5"/Ft. Tmss Componems of Oregon (503)357?118 "WARM NM••Run AND FOLLOW ALL NOSES ON MIS Ns - 825N4WAve,ComdmsOR97113 •°IrnRDvrt' alTMISOWING uicu^nreTma INN INSTALLERS. 4.1kTC LL 25.0 PSF REF R7175- 44868 :r8g11Zi° G1Nig TC DL 10.0 PSF .,.p•rformi ng these s. ° per «>r �'maxmavB�P DATE 02/23/16 ,4 N C °n"t Ions ,.."or e„noted° er. Ap.I Refer °drew. °' end posi ti on as.shown ° [lats.above and°" • BC.i have a proper!y attached t. DL 7.0 PSF DRW CAUSR7175 16054069 02/23/2016 BC LL 0.0 PSF CA ENG RTT/RTT AN RW COMPANY P':f. °" r "t°b",C°•;a"truss°1n Components ":to ANSA/TPS,.rafar".°"°(°n,"";h°pp�"N'°" OREGON TOT.LD. 42.0 PSF SEQN- 13435 A Null on this droNny er*over MH IIlstIM Ws An.I,Ni IM xnii ar sryr'M1••10••�ruV n• i"i .a hong Dom•nor��ANSI.:....Wilts"•""of ` "• p`@ s"'',Tail t0 OUR.FAC. 1.15 FROM BB e35iRoma cNue responsibility tE. a 6111 Tail For wore i seoamrn,CA 95e:8 Al,ME.....,I P�"e�t•..°..,PL en ....t,�",t. g,WTCA...,sec,m° °o.,neral not••page end th•••ICC...,..eb si I,t,.r. 61 SPACING 24.0" JREF- 1VOF7175ZO5 N AENIAv,&MOM. THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 6 DIMENSIONS)SUBMITTED BY TRUSS MFR. (0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - E) Top chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads and reactions based on MWFRS with additional C&C member design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase applied per IRC-12 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= �� 4 4x- 2-3-15 6 0� 0-3-15 �— 0-3-15 y_ 1.5X4 III = I 2X4(A1) 2X4(A1) .:-- LE-1-6-0-->J L-1-6_O—>•I F` 6-0-0 + 6-0-0 'I I— 6-0-0 6-0-0 J l< 12-0-0 Over 2 Supports R=652 W=3.5" R=652 W=3.5" RL=39/-39 Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.00. OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Comppoonent,of Oregon ((503))357-!118 •'MART x61'•READ FOLIAR NOMA ON INS own IO Ae.` R�r — 825N4thAve,ComelwsOR97113 "I 'w'TMIN TO aNnRNnwe,Ncwo,wnE,ramum. ,�G SSS TC LL 25.0 PSF REF R7175- 44869 Trusses requi re extreme the I atest edit!on of SCSI care C end bracing. �?' OGINgo O TC DL 10.0 PSF DATE 02/23/16 982WPE ---, BC DL 7.0 PSF DRW CAUSR7175 16054070 A L_PO N[ "<,Ailih, top chord Shel I he,.properl y attached structural sh•athl ng and bottom shore sisal I have a proper,Y at tr.... cr tt..°" di _ - from<". 02/23/2016 BC LL 0.0 PSF CA-ENG RTT/RTT AN ITW COMPANY drawl °" r. "y° < ""truss In'coo�fe•.ot..ith ANSI?P,,,o.°for'haIM�a g,an!pp!vfor any demi :°" OREGON SEAN- 1 3430 "".w,9. .,.o> r°•'.wn,.uro.N,.e. ,.li,•u�• ...•e.n.�..r r. ..,.:.�'". , 'f4 G TOT.LD. 42.0 PSF ANSI °,See.. ... r.m•. • 68 ThL 14,nedN t0 OUR.FAC. 1.15 FROM BB slslRw ci,ur .....".,.,, . ..,,,., ".. ell Ten For i on SNaemrnb,CA 95826 ALPINE.vow.el o" t•_cols.TM,. t•"t. e,r«......tt•ral notes "•° ry.°.. `,b nes,i cesmne•orn RwFw.•.ror:R<. SPACING 24.0" JREF- 1VOF7175ZO5 4 4 II. L TNI S DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - FGE ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding load one face, and 24.0" span on opposite face. Top chord bracing requirements. must not be cut or notched. Provide lateral wind bracing per ITWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engineer of record. 2X3 studs require reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 2.00. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= IF 4 14 II 11 2-1-15 111 li mi U A B B I EMI .9-0-0 ' / / , /i / / //, 2X4(A1)= 2X4(A1) Lc--1-6-0—w-I 1<-1-6-0--,J L- 5-6-0 _I_ 5-6-0 J 11-0-0 Over Continuous Support R=161 PLF U=37 PLF W=11-0-0 RL=5/-5 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) 15.01.01.„-,=T-:t, QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tmss Componwts of Oregon (5031357-!118 '•wARNI x&I"°READ AND WWII AuNOTES ON TM S MNI Nal ,�(�Et �4�p TC LL 25.0 PSF REF R7175- 44870 825 N 4 Ave,Comellus O 97113 ••IlPORTNf•• FINN SA ME DOMINO m ALL wNTPAc ms I Nww,NO WE I Nsruams. ";`;to Moroi ng aaaaa functi onm Instal I orm•hal 1 provi de temporary braci ng per SCSI. Unl es,nated OtaarSI Se. mac. 4,1co % Os /0 TC DL 10.0 PSF DATE 02/23/16 I`ce,°, 88294PE • ,Ogiih, ° 4e. BC DL 7.0 PSF DRW CAUSR7175 16054006 A�L��U Nthe Meta.•'"" "° ° 'r"`b°rRefer ° r'" ` °r °"` „°^ „„ 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN IrW COMPANY ..t.11.N r. r tr...». ""'"LO"'Of"°"C°""^"H51 M.°1'°f r°`^en°�°9''"'' ' OREGON TOT.LD. 42.0 PSF SEAN- 350967 A J:aNi.e=7.°L.»4:I I^N 1W arnenNi I e»� 1 ^% r°r...I».I"�i»..1. 13 G rn.,,I A .•• r»^N r . ,r r. LtY�N,as�' t0 DUR.FAC. 1.15 FROM BB .a IAl;°a.IN»r ANL M`;s»..""rcle s8 II Tail S.rn CA95828 »R».,ALPINE:».o.w "..°".,..»..° ..N A. .°,«>..°.. «. ...r,.r.. . ..N...6/10/201A SPACING 24.0" JREF- 1V0F7175Z05 4 1-1 a THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DIMENSIONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - HGE ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding load one face, and 24.0" span on opposite face. Top chord bracing requi rements. must not be cut or notched. Provide lateral wind bracing per I TWBCG wind bracing details or per Bottom chord checked for 10.00 psf non-concurrent bottom chord live engi neer of record. 2X3 studs requi re reinforcement at 70% of the load applied per IRC-12 section 301.5. length tabulated for 2X4 studs of the same grade. Deflection meets L/360 live and L/240 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, factor for dead load is 2.00, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= 4 q 41 -_ Pill II 1-3-15 i MI.IMIMil +9-0-0 / / / / 2X4(A1)= 2X4(A1) 1.5X4 III L.-1-6-0—>1 IF1-6_O-o 3-0-0 I 3-0-0 H---6-0-0 Over Continuous Support R=186 PLF 0=91 PLF W=6-0-0 RL=7/-7 PLF Design Crit; IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.•,r .-r QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tmss CompoRmu of Oregon (503)357-118 ';■ARNI MDI•'TM Ao rAo Tauns Au IImFs all TNIs wwlwl E,s, REF R7175- 44871 825N4 Ave,Cornelius OR 9713 "IIMaNTANf' •'"•"9' Isa"r'"aTo.0 fa4lArClm INCLIa1116 nc i�srurEns. �`h4 1NF O TC LL 25.0 PSF Trusses regui re extreme care i n fabr I cart,ng,handl I ng.Shi ppi rig.I nets/ling and bra.ng.Refer to and fol I o• the I atest edi ti on of SCSI "' ";' ty eaaa4PEEQ % TC DL 10.0 PSF DATE 02/23/16 Ar ;p;; of truss and onsi tl on as shown above° °" BC DL 7.0 PSF DRW CAUSR7175 16054018 A LIF-J: J N "` '' s.°" ° ° ° ° „°", 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN irw COMPANY ., .. ne .. .:r"°,��.4:, m:�a,..;=7-7;�,.°r%;,%:d� ,.s"°4:9.°" OREOON A°.«e...�i.)....�w.°..�,..'.w inn"o.a.....�w. wl»».»».»a..,�ro..I»a"tti.»a.o A .60:7,43.20:4. r d• C TOT.LD. 42.0 PSF SEQN- 350993 .�utr...4 a"e e�.".»e.r tr• a . r sr ,,.. . lie F p u,se �0 8351 Roma c re...1 101 r ' •r"d'• "'-r. 8 OUR.FAC. 1.15 FROM BB Set'nmrnb,CA 95828 .^<e°`y e'r Tao ""i"`."'.°"i""".`°" TPI •' ..^a" "d°•rr.co", ICC. °=s°••. a AeNews:a GM/20N SPACING 24.0" JREF- 1VOF7175Z05 • B- , THIS DWG PREPARED FROM COMPUTER I NPUT(LOADS&DIMENSIONS)SUBMI TIED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - HG ) Top chord 2x4 DF-L #2(g) Special loads Bot chord 2x4 DF-L #2(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Std/Stud(g) TC- From 71 plf at 0.00 to 71 plf at 3.00 TC- From 71 plf at 3.00 to 71 plf at 6.00 Connectors In green lumber (g) designed using NDS/TPI reduction BC- From 7 plf at 0.00 to 7 plf at 6.00 factors. BC- 170.34 Ib Conc. Load at 2.06, 4.06 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Wind loads and reactions based on MWFRS. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. 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 I oad i s 2.00. 4X5= 4I -----14 11 POI 1-3-15 IIPA 4-9-0-0 1.5X4 III 2X4(A1)= 2X4(A1) 3-0-0 + 3-0-0 L 3-0-0 3-0-0 J i< 6-0-0 Over 2 Supports R=401 U=6 W=5.5" R=408 U=6 W=5.5" Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 _!etr,t '.1� QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnus Co vents of Oregon 503 357-!118 ••WARM NM••READ ALO FOLLOW ALL NDIES ON THIS MOO Nm mpo ••IroRnwr•• MINI TO MO NO ALL COM:mle INCLmINO we INSTALLERS. .t.9„, S TC LL 25.0 PSF 825N 4tll Avq cDmdmso 9713 `y G1Ne i0 REF R7175- 44872 Trusses regui re extrema to performi ng thee*funeti ens. Instal I ere•Isat I provi d•temporary braci rkg per BCSI. UM es•not•P otherni se. .... (Sul ea>recl l I .e. Ne laaW41.E�'P % TC DL 10.0 PSF DATE 02/23/16 '°'� BC secti ^an;; a and°" DL 7.0 PSF DRW CAUSR7175 1605400e ALPON ^. "a di vi si on "^., r.^ f°.tru •'i on as °"•en free t",. 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN RWCOMWW'/ drawl °" iIurebraci t°rw.ed^the true.I"•co�foo�•''• xsvTPI 1.be .°fO°°rihalel ndl o. °°I"c.y deal ati°" OREGON TOT.LD. 42.0 PSF SE N- e».I t» .ar»i.a..d»on:»t'4"'" I ttI M t i s i i.I Ml ett»t.r.(»a..r,..r».L..I..�i».,Lo 13 "Ltr a,Set 0 Q 350995 s3s1 R cwe . .I III I I t,. ...II` .;,w:,,7':.':•dt�.^ ».. t L r •••»a»• •• ^• `e8e11 Tan t-� DUR.FAC. 1.15 FROM BB StTmmeato,CA 95828 more I end the,"web ALPINE:^». °^.I t..cow T°I...t.tRl weL.».. ^Str>.come ICC.^^..Icc,•f.. a RENEWS:HJa/Sait SPACING 24.0" JREF- 1V0F7175Z05 R F- I THIS DWG PREPARED FROM COMPUTER INPUT(LOADS 8 DI MENSI DNS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - IGE ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Truss designed to support 1-6-0 top chord outlookers and 5.00 PSF See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind cladding on one face, and 24.0" span on opposite face. Top chord may bracing requirements. be notched 1.5" deep X 3.5" AT 48" o/c along top edge. DO NOT OVERCUT. No knots or other lumber defects allowed within 12" of notches. Do not Provide lateral wind bracing per ITWBCG wind bracing details or per notch in overhang or heel panel. engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. 1.5X4 III 1.5X4 III 4I 8 i 1-7-15 0-4-7 wil... 111111111Mt 1 4 ow 9-0-0 ' 2X4(1)=— 1.'5 4111 1.5X4 III 3-10-8 0-8 Over Continuous Support f R=127 PLF U=57 PLF W=3-10-8 RL=27 PLF Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01.•.3?'--rt QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon 1503)357-II 18 ••wARNI NG1••REM MID roues ALL Im1ES all MS OWNING, !f, c 625 N 4th Ave,Comelnus OR 97113 ••IIPONmNE•• AMISH THIS MAIM TO IAe^<INSTALLER. y'l �Ci1N�� ttjO TC LL 25.0 PSF REF R7175- 44873 Trusses regui re extreme the I atest ad!sl on of OCSI MII41ns G>': dr 'V eauwwve 'P - TC DL 10.0 PSF DATE 02/23/16 to'terror.,thes•fonoti on, I nett./I er•shel I provi d•temporary breci ng per DCSI. Col ess noted°there;se,,0411111h, top chord shal I have properl y attached structural sheath!ng end bottom chord shal I have a proper!y attached b " BC DL 7.0 PSF DRW CAUSR7175 16054003 ALANd%:::',1: nt els un e::noted. r.• Refer r. ^o- .r aee. e: ons a<^° 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AA51�o";.er.0r oRE00N TOT.LD. 42.0 PSF SEAN- 350987 AN 17W COMR4NY 1.:.i 'and; r. .g o %'="ar •n<e ar.„v :n.1 :gon:1 g. eg g.n. A^eeel gen drawl Fp orewera^.eM 11W n0 NI•anemia..IM1u eq^'eneee et proem.anal^e^pineering K/ OP C ler TAe eultesl l Ito NO me art • LY f1,M4 0 nslRovmucirtk e.n.1A1IIty. Ns Oul lens. or°par ANSI TO 1 See,A. r r ,structure 1. ^. 88@11 Tai DUR.FAC. 1.15 FROM BB Sweowsm,CA 95828For e n see thi •��'•A SPACING 24.0" JREF- 1VOF7175Z05 AIPI NE.ne-.slvi <n.can.1Inns.<vi nst.•g,W. sow.abclnau y e., icc.e...l:cee re.erg REMEW9:gA0R03A a '- THIS DWG PREPARED FROM COMPUTER INPUT(LOADS&DI MENSI ONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - I ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 4 I i 1-7-15 b I 0-4-7 L WJ 49-0-0 2X4(Al)= 1.5X4111 3-8-12 +1z <'3-10-8 Over 2 Supports -H R=170 R=159 U=3 RL=21 Design Crit: IRC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01„r;-',PRDp QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tmss Com nniO of Oregon 503 357-!(IA "WARM RGI••.FAO NO 1.ALL NOTES oN TINS MEM 825 N4 Av Comdws O 97 13 "I MONISM MS ME TO ALL W"'"K'°"N INCLUDING INS INSTAL... ,S1 TC LL 25.0 PSF �° 3 cing.Refer to and fol low r‘,....,� pREF R7175- 44874 the I atest edl tI on of OCSI (.11 al ng Component Safety Inform..on.by TPI a.to performi ng th•s•functl ono. I natal 1•rs shal I prowl a.temporary braci ng p•r "Trusses regui re extrem•care I n',Ian.eating.,nell I,.'hi ppi mg.instal I I,and;' TC DL 10.0 PSF DATE 02/23/16 top chord shal I hav•prop•r1 y attached structural sh•athi ng and bottom.chord shed I have a proper!y attached . BCs•oti ons DL 7.0 PSF DRW CAUSR7175 16054002 �) ., ...".,,". . ...,:"/ .. . .. _ ...�.". .. .".. ...n°on 02/23/2016 A f�L B N[ cohi• "","„ BC LL 0.0 PSF CA-ENG CWC/CWC .aw!n y f <".Components I." OREGON AN ITW co MME OY ,,..:. . .. ..,,: ".,I°°"f".'°^°'Inc.."""""S'/•"I ,.^.•" "."^'"°. ^^"°. r TOT.LD. 42.0 PSF SE N- 350984 ry".1::,:li1:"•. .Uro a .:in II a"o .er "o.IM zwl:,..rlro 0...�"LP 14,aedN t0 SEQN- Roma auk w GI.II ,. .rII °o„I...r ANSI`;° . "•• `"" '•"'•` aaN Tan DUR.FAC. 1.15 FROM BB SNnmNmb,CA 95826 For ALPINE....,. a<....TA.eve.tpl",f. G.n..mew.ee "°• ry.cow I«.d the"web a.m.cos.,.. , RENEWS:GnGDGLA SPACING 24.0" JREF- 1VOF7175ZO5 .1.1.1.1 _. TNI S DWG PREPARED FROM COMPUTER I NPUT(LOADS&DI MENSI ONS)SUBMITTED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - -1 ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per IRC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III 1 iii4 1-7-15 ■ J .9-D-0 1.5X4 III 2X4(A1) —1-6-0- F." 3-10-41 12 `Il -4-0-0 Over 2 Supports R=316 U=1 W=5.5" RL=30 R=137 U=1 Design Crit: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 =^`•.•.PPM. QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Components of Oregon (5033357:N18 •�WARNI NDI••TM AD Iwo ra>.n.ALL.011.5 CLI MS DRAM MI .;-2.7::-I• �, TC LL 25.0 PSF REF R7175- 44875 825 N 4th Ave,Cornelius OR 97113 ••I HPoWmNT•• e1NNI AN s COMM TO ALL CONINICNGNA INCLUDING THE INSTALLERS. '�00IN F4. `�`�0 e I n now.eating,tan.i ng,shi pal ng.I nstal I I ng and brawl ng.Refer to and fol I ow t.p.r,ormi ng the.function,`G"l o et ng onent peres•nat.otherwise. % TC DL 10.0 PSF DATE 02/23/16 top chord shal I have proper!y...old structural eh...no a.bottom chord shal I haue a pro.,y attached ''7:: _ _ ,a .r. Ap,,, ° • •" ..• °" BC DL 7.0 PSF DRW CAUSR7175 16054005 A ILIA N I •< 0021/123/2016 DC LL 0.0 PSF CA-ENG CWC/CWC AN irw COMPANY ';: any e::re";° a"�,.,,I�°<o�.e�;ee":�<.ANSI 1.°<.°.....��^S.�y.v.l",�°" OREGON •".wI. .s...l UD r�..n..H...let t TOT.LD. 42.0 PSF responsibility sal•I p.r Neer II this Prowl,I IUD...•ese tent•. IP Merl <'LtY 14,16. o SEAN- 350989 8351 Rton CimJe .•....I el A'.Dell•"", De:`:,„ A"wmi` s«`:•M"`•r.°l..r.., De r..r,. . . ` Tan'' DUR.FAC. 1.15 FROM BB Sacramento,CA 95818 For more I ALeINL.....IGi eI. °I^.<. N A. ....°I °e<r...°^. IDG. ..l°°,.r..•rG mew.: SPACING 24.0" JREF- 1V0F7175Z05 4 K ; THIS DWG PREPARED FROM COMPUTER INPUT(LOADS N DIMENSIONS)SUBMI TIED BY TRUSS MFR. ( 0216167--PARR FOREST GROVE -Riverside 2885 A LOT 2 -- 1024 SE 47TH AVE HILLSBOR - K ) Top chord 2x4 DF-L #2(g) 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Bot chord 2x4 DF-L #2(g) anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 DF-L Std/Stud(g) DL=4.2 psf. Connectors in green lumber (g) designed using NDS/TPI reduction Wind loads and reactions based on MWFRS with additional C&C member factors. design. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/360 live and L/240 total load. Creep increase load applied per I RC-12 section 301.5. factor for dead load is 2.00. 1.5X4 III q 4I II 'a 0-11-15 17a— MA 6 +9-0-0 si 1.5X4111 2X4(A1) Lc-1-6-0- �1-10-4---r 2-0`0 Over 2 Supports—I- R=259 U=15 W=5.5" R=32 U=4 Design Cri t: I RC2012/TPI-2007(STD) PLT TYP. Wave FT/RT=2%(0%)/4(0) 15.01.01 ';,,"%,MDP QTY:6 OR/-/1/-/-/R/- Scale =.5"/Ft. Truss Compoo®ts of o 503 357-(118 ”IVARNI MDI••READ ASD FORM ALL NOTES OR TNI S WWI NGI 825N4BIAvFCo22:Ol�97313 ""N"RI"MI" FURNISH TO ALL a".""c'ms"IauD"'c RE INSTALLERS. G�Gj ��GIN$0�S�0Trusses requl re extreme y TC LL 25.0 PSF REF R7175- 44876 the I stoat edi ti on of BCSI care Bu";'^s and) esu94PE • D TC DL 10.0 PSF DATE 02/23/16 .....'-- BC DL 7.0 PSF DRW CAUSR7175 16054015 en A h��0 N FIT or ro°I °y pi etas to secn rec.or truss end posi ti on es sheen ewe*e.a 02/23/2016 BC LL 0.0 PSF CA-ENG CWC/CWC AN RW COMPANY drawlng. i �. "; .trusses.truss I"conformance.�.�".NsvTvI 1..,..r..".��,."r<Pois:"" OREGON A"o•i 9rl'on�°s ° .... /3 ,y e4` TOT.LD. 42.0 PSF SEQN- 350991 ..Iyx e •demise n•mro SW• dew/leo. •.•use of thl•areel•s'Tor any ynstructure *awl I owe! 44, LH+4,= �0 8351 Rwm•Ciwk "w^w"•'^"r •the Stu the +°a Designer 1 ,. "° ' ` °"" .011 Tao- DUR.FAC. 1.15 FROM BB ScmmpuO.CA 95818 ALPINE:woe.al p�n.�...c Tal.wee..,�n... •...w.w....•.I".� ,.".. ICC:.1+�e.,....o„ NE.Ew::.rwnon• SPACING 24.0" JREF- 1V0F7175Z05