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Plans (393) Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1W6H7175Z2505074643 3 2 01 DEC Truss Fabricator: IJ Truss Components of Oregon - ( f ' 'tr-Y,`` Job Identification: 1115035--PARR FOREST GROVE -Riverside 3382 B roof las -- master (> ; 6. sa„ Model Code: IRC � Truss Criteria: I RC2012/TP 1-2007(STD) Q PRO Engineering Software: Alpine proprietary truss analysis software. Version 16.01. ,<<GQ'� Truss Design Loads: Roof - 42 PSF e 1.15 Duration0�5 14G 1 N eF O Floor - N/A 841 3294PE 9 Wind - 120 MPH (ASCE 7-10-Closed) it 00.— Notes: 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of /4 wcr14.20d 0 record, as defined in ANSI/TPI 1. `48e!!Tan�� 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 RyFa """2018 Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by RTT 07:44:42 12-05-2017 Reviewer: JCJ $ $ 12/05/2017 # Ref Description Drawing# Date 1 02423--AGE 17338377 12/04/17 2 02424--A 17338357 12/04/17 3 02425--A1 17339022 12/05/17 4 02426--A3GE 17338365 12/04/17 5 02427--A2 17338373 12/04/17 6 02428--A3 17338371 12/04/17 7 02429--CG 17338362 12/04/17 8 02430--EGE 17338360 12/04/17 9 02431--E 17338380 12/04/17 10 02432--E1 17338375 12/04/17 11 02433--EG 17338358 12/04/17 12 02434--BGE 17338366 12/04/17 \/ 13 02435--B 17338367 12/04/17 0b 14 02436--B1 17338378 12/04/17 15 02437--JGE 17338361 12/04/17 16 02438--J 17338381 12/04/17 17 02439--JGEA 17338363 12/04/17 18 02440--H 17338374 12/04/17 19 02441--EJG 17338359 12/04/17 20 02442--EJ1 17338364 12/04/17 21 02443--C 17338379 12/04/17 22 02444--F 17338370 12/04/17 23 02445--H1 17338372 12/04/17 24 02446--SJ1 17338369 12/04/17 25 02447--SJ2 17338368 12/04/17 26 02448--SJ3 17338376 12/04/17 I THIS DNG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 8 roof Mas -- master master , OR - AGE ) 'op chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot 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. M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member 'rovide lateral wind bracing per ITWBCG wind bracing details or per design. engineer of record. 2X3 studs require reinforcement at 70% of the length :abulated for 2X4 studs of the same grade. 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 )eflection meets 1/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. 'or dead load is 1.50. Truss designed for unbalanced snow load based on Pg=25.00 psf, 'russ designed to support 1-0-0 top chord outlooker span and Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. :ladding load not to exceed 3 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c (long top edge.DO NOT OVERCUT. No knots or other lumber defects Illowed within 12" of notches. Do not notch in overhang or heel panel . 5X7=--- 'J... X7= T • 3X5 • 3X5s 1113 1114 1115 1111t444041444_4104414.144%.. 6 112 1(a 1(a):$5arlC<16i 10-1-3 6 iii 18-0- /////////////////// /////////////////////////////%//////// f////////////////-/////'////./////////////////////////////////// 3X5(A1) = 5X7 3X5(A1) 1-6-0 t 1-6-0 —,---- 19-6-0 19-6-0 19-6-0 E 39-0-0 Over 2 Supports >1 R=138 PLF U=0 PLF W=19-6-0 R=129 PLF U=6 PLF W=19-6-0 RL=9/-9 PLF lote: All Plates Are 1 .5X4 Except As Shown. 0 PROS Design Crit: IRC2012/TPI-2007(STD) FS+ LT TYP. Wave FT/RT=2% 0% /4 0) 16.01 .,4146711144%,,"� '/• OR/-/1/-/-/R/- Scale =.1875"/Ft. lass Components of Oregon (503)357-1118 "WAN!NGI« REAo AND FOLIDR ALL NOTES ON THIS DRAWING! !� �Q TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ..IREI RrANr.. MINIM THIS CORNING m ALL=TRACTORS INCLUDING THE INSTALLERS. 83294PE REF R7175- 2423 Trusses require e n fabricating, handling, shipping• installing and bracing. Refer to and follow the Leet edition extreme care Component safety information. by TPI and 51CA) for safety practices prior . DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per SCSI. Unless top chord shall have properly attached structural sheathing and batty noted otherwise. 011111164 chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of adobe DL 7.0 PSF CSbe*hall have bracing Installed per BI DRW CAUSR7175 17338377 /�1 actions 83, 87 or 1310. as applicable. Apply plates to each face of truss and position as sheen above and on 12/05/2017 /.1 U a I=11 IN[ the Joint Details, unless noted otherwise. Refer to drawings inoA-:for standard plate positions.Alpine, a division of ITN Building Components roup Inc. shell not be responsible for any deviation frim this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing. shyfailure to build the .lE� AN ITW COMRaNY Installation.bracing of trusses.truss In conformance with ANSI/Tpl 1. or for handling, shipping, /h. rZ (1,6 TOT.LD. 42.0 PSF SEQN- 30450 A=i an this Priming or aw,er Bare listing this drawing, hullos=aaseptenee or professional engineering G LY 14,28 go r..pe,.ibii ity solely for the design shown. the...Mobility.a lee or this drawing ter oily.tn.etre is the sell Tan ` DUR.FAC. 1 .15 FROM BB 5351 Rovana Circle reep.sth iehisey et e Building Designer per AKI/7pI t See.E. Sacramento,CA 95828 Fir more information sea this Job's general notaa page and Chase bed alta.: SPACING 74.0" .1RFF- 1W6H7175795 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - A ) -op chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=4.2 psf. :a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member design. lottom 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. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. 5X7 T 3X5 3X5 3X5 3X5s 1.5X4 0� 1.5X4# 10-1-3 W1 0011111.1.7a . 011/ 3X5= 6X8 3X5= � 18-0- 3X10(B3) -- 3X10(83) 1-6-0 E 1-6-0 6-10-5 _l_ 6-3-13 _i_ 6-3-13 ›....c6-3-13 _I_ 6-3-13 _1_ 6-10-5 10-0-4 'l` 9-5-12 9-5-12 �� 10-0-4 Lr 19-6-0 I 19-6-0 f< 39-0-0 Over 2 Supports R=1799 U=60 W=5.5" R=1799 U=60 W=5.5" RL=181/-181 Design Crit: I RC2012/TP I-2007(STD) isEOPROOFS 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .'x , , ,• _ oiO OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 •*WARN INGI'• READ AND FOLLOW Ala,lags ON nus DRAWINGITC LL 25� (0 .0 PSF 5- 2424 REF R717 825 N 4th Ave,Comelms OR 97113 ••IIFD mums FINNISH THIS DIMING m ALL CONfNAcfoSS INCLUDING THE INSTAuou. � 83294PE Trusses require coatroom care in fabricating, handling, shipping, Installing end bracing Refer to and follow /a. the latest edition of fcSI (Building Component Safety Information. by TPI and MITA) for safety practices prior ft, : DL 10.0 PSF DATE 12/04/17 to performing these functions. Inetellers shell provide temporary bracing per BCSI. Unless noted Otherwise, — .411164 op chord shell have properly attached structural sheathing and bottom chord shell have a properly attached BC DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs Shan have bracing installed per gc5 DRW CAUSR7175 1733835 - A�1 O IN a sections 53 B7 or 510, as applicable. Apply plates to each face of trues and position as shown shwa and 12/05 101' othe Joint Details. unless noted otherwise. Refer Group drawings,BOA-Z far standard piere deviation 1 J L l BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to build the truss In conformance with ANSI/TDI ,. or fpr handling. shipping, TOT.LD. 42.0 PSF SEQN- 3045 1 AN ITW COMFI4NY inswing, my I bracing t pf trusses. the. A cawl an ends drawing of cover pegs listing this drawing, Indian:ea eaeapta ee of prefeesIarl engineering 4� LY 14,20 e, responsibility solely for the design slew. The arieebil ity cow as of tg his drawing far cry cerltarc Is w .\ DUR.FAC. 1 .15 FROM BB reepe aibliley or the Wilding Designer per ANSI/TPI 1 Saw.2. 5351 Novena Circle $ail Tar Sacramenlo,CA95828 For more information see this Jobs general notes page and these web sites: •-._--__ _ SPACING 24.0" —..,r. ......._._,__,_..---. ,r,. ___ -- Waw.... ....-.._._._...----__. ,raw. - - 1RFF- 1W6H7175725 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - Al) -op chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #1&Bet. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF #2 :W1, W7 2x4 HF Std/Stud: DL=4.2 psf. find loads and reactions based on MWFRS with additional C&C member (a) Continuous lateral restraint equally spaced on member. les i gn. Bottom chord checked for 10.00 psf non-concurrent bottom chord live leflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. 'or dead load is 1.50. Truss supports 175# mech unit; unit centered at 24-3-2; supported by BC; unit width 2-0-0; supported by 3 trusses. 5X5= T 3X5 % 1-- 3" i 3X51 /\1111111PP X5@ 1.5X4�O 4411111111111111r \ 1.5X410-1-3 s� 0-5-13 j_ \ I 0-4-3 SX5(81OR) 3X5- 6X8- 3X5= \ 18-0-0 4X8(83) - 11-6_O - 9-9-0 9-5-12 9-5-12 - 10-0-4 I_ 19-2-12 —i— 19-6-0 J Fc Over 2 Supports R=1712 U=50 R=1864 U=61 W=5.5" RL=170/-165 Design Crit: 1 RC2012/TPI-2007(STD) CEO PROFS 'LT TYP. Wave FT/RT=2% 0%)/4 0 16.01 .th. .Jess›. OR/-/1/-/-/R/- Scale =.2"/Ft. vss Components of Oregon (503)357-1,118 ..111A NINGI" READ AID FOLLOW ALL NOTES ON THIS DRAWING! (� TC LL 25.0 PSF 825 N 4th Ave,Comelius OR 97113 '*IMPORTANT.. FURNISH TNis CANING m ALL CONTRACTORS INCLUDING THE INSTALLERS, REF R7175- 2425 Trusses require estr.me care in fabricating, handling, shipping, installing and bracing. Refer to aha follow it the latest edition of SCSI (Building Component Safety Information, by TPI and RICA) for safety practices prior s . DL 10.0 PSF DATE 12/05/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shell have properly attached structural sheathing and bottom chord shall heve a properly attached fa rigid ceiling. Locations Shown for permanent lateral restraint or webs shell have bracing installed per SCS BC DL 7.0 PSF DRW CAUSR7175 17339022 ..Clans 83, 87 or WO. as applicable. Apply plates to each face of truss end position as shown above and an sit/05/1017 j II the Joint Details, unless noted otherwise. Refer to drawings 1eoA-Z for standard plate positions. 1L J/L 1 BC LL ■ IL.IO N Alpine, a division of RTW Building Components Group Inc. shall not be responsible for any deviation from this OREGON 0.0 PSF CA-ENG J CJ/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping. AN RTW COMPANY installation.bracing pf tru,aea. ,Z CTOT.LD. 42.0 PSF SEQN- 34578 A seal an this drawing or sower peso listing this arsolryen . Indicates aaesptere.of prefeeslensl engineering 4 LY 14,2G 0 responsibility solely for to design Yews. The suitability end ase of this Mewing for any structure Is the DUR.FAC. 1 .15 FROM BB 1351 RmaneCircle reepwialbllity of the @eliding Designer per ANI/1PI 1 Sae.2. ell Tar'• Sacramento,CA 95828 For more information see this Job's general rotes page end these aeb sites: .,,..mw. ,,,,. ._...._-•--- ---. . rid. ...._..___. ...___ ___. . .-.--.__,_ SPACING 74.O" )RFF- 1WBH7175775 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - A3GE ) "op chord 2x4 HF #2 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot 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. M12, M13, M14, M15, M16 2x4 HF #2: Wind loads and reactions based on MWFRS with additional C&C member 'rovide lateral wind bracing per ITWBCG wind bracing details or per design. engineer of record. 2X3 studs require reinforcement at 70% of the length :abulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind bracing requirements. ).flection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. (a) Continuous lateral restraint equally spaced on member. "russ designed to support 1-0-0 top chord outlooker span and Bottom chord checked for 10.00 psf non-concurrent bottom chord live :ladding load not to exceed 3 PSF one face, and 24" span load applied per IRC-12 section 301.5. Rpposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c ilong top edge.DO NOT OVERCUT. No knots or other lumber defects Truss designed for unbalanced snow load based on Pg=25.00 psf, illowed within 12" of notches. Do not notch in overhang or heel panel . Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 5X5s. te T 6 r 15 3X5- • • 13 14 16 ,P.,12 ( 1 (a f. 10-1-3 a' s 4400004 : 1-11-1 I i I'I I I I I I I : U I 1 ////////////////////////////////////////////////////2///////////////////////////////////////////////////////////// +18-0-0 5X5= 3X5(A1) L 16-4-4 19-6-0 ,,J 1 35-10-4 Over Continuous Support 'i-s-o R=133 PLF U=4 PLF W=35-10-4 RL=4/-4 PLF lote: All Plates Are 1 .5X4 Except As Shown. 'LT TYP. Wave Design Crit: I FT/RT/%(0%)/4(0) D) 16.01 .�`�04DPRO��s`s''. OR/-/1/-/-/R/- Scale =.1875"/Ft. UssComponents ofOregon (503)357-2118 ssWARNINGIsa EEAGAIM FOLLOW ALL EMS aTHIS OWING! r 8329 • 4PE REF R7175— 2426 825 N 4th Ave,Cornelius OR 97113 'si1PdRANr• FURNISH THIS DINNING TO ALL CONTRACTORS INCLUDING THE mWTALIERS. ,�TC LL 25.0 PSF Trusses require..trema care in fabricating. hendliSaretyg, shipping. Installing and bracing. Refer to and follOw DL 10.0 PSF DATE 12/04/17 the latest edition of SCSI (Building Component Safety Inrormstl n, by TPI and WTCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, Sdilhbh top chord shall haw properly attached structural sheathing and bottom chord shell have a properly attaches ^ CJJS� :C DL 7.0 PSF DRW CAUSR7175 17338365 rigid ceiling. Locations shown for permanent lateral restraint of webs shell law bracing installed per SCSI 1205/LOl7 rn �� sections B3, B7 or Big. as applicable. Apply plates to each face of truss and position as shown above and on IIII--1 I the�alnt°.tail,. „nl sea noted other."— :afar tp 7:7:::::::'.:7 eta.:arml plate posltlons. BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a dl video pt ITR Bulthe truss in.con crman oc for h n fpr any dppiatien from this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI ,, or for handling, shipping, AN ITR COMPANY installation.bracing or trusses. lin, 14 3O C TOT.LD. 42.0 PSF SEQN- 30455 . A seal o this drawing or Gwar P.G.listing this Growing. Indicatea sesepr pe.of prera..leal egin.sring 1' e" (x351 Rovana Circle responsibility y of'tthe Tor design ig,eer per ANSI/TPI .awd of this drawing�f.,°'structure is t" sell Tar` OUR.FAC. 1 .15 FROM BB Sacramento.CA95R2R For more information see this Job's general notes page and these web sit..: sa......m.r.ml arenronM SPACING 24.0" .JRFF- 1W6H7175725 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - A2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8, DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 :T4 2x4 DF-L #1&Bet.: 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 :B3 2x4 HF #1&Bet. : anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC B4 2x4 HF SS: DL=4.2 psf. Webs 2x4 HF #2 :W1, W6 2x4 HF Std/Stud: Wi :alculated horizontal deflection is 0.25" due to live load and 0.27" desdignoads and reactions based on MWFRS with additional C&C member lue to dead load. lottom chord checked for 10.00 psf non-concurrent bottom chord live load (a) Continuous lateral restraint equally spaced on member. Ipplied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep Increase -russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 1.50. :e=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [24] W4X8 S 1.25 5X5= 3X5% 3X5 T 6 3X5 7 41111111111_1111111111•11111 3X5s 4X8[24] 1 .5X4o� •• .. (a) 10-1-3 T4 0-5-13 W1I; :3 3SS0715= 3 B4 '� # 18-0-0 1- 5X5(B10R) % 3X5.7=- 6X8.-- 5X10 3X12(F2) 1-6-0 6-7-1 9-9-0 _I_ 6-3-13 'I' _1_9-5-12 3-13 'I< 5-3-12 1, I 6-11-4 I_ 14-0-8 7-3-0 5-5-8 19-2-12 ,I_ 19-6-0 24-8-4 _I_ 6-9-8 'I` 7-3-0 38-8-12 Over 2 Supports R=1670 U=49 RL=170/-165 R=1796 U=61 W=5.5" D Design Crit: I RC2012/TPI-2007(STD) �,t��PROFS LT TYP. 18 Gau.e HS,Wave FT/RT=2% 0% /4 0 16.01 .►4c u ( test '1�, OR/-/1/-/-/R/- Scale =.1875"/Ft. ussComponents ofOregon (503)357-2118 ••I A IINGI•• READ AND FOLLOW ALL NOTES ON This IIg/IN6i rff TC LL 825 N 4th Ave,Comelms OR 97113 "INPORTAW. FURNISH THIS DRAPING To ALL CONTRACTORS INCLUDING 1HE INSTALLERS. 83294PE `. 25.0 PSF REF R7175- 2427 Trsses require sutrane care in fabricating, handling, shipping, installing end bracing Refer to end followrs the latest edition of BCSI (Building Component.Safety Information. by TPI and NTCA) for safety practise prior �/. DL 10.0 PSF DATE 12/04/17 to performing ming these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached rigid ceiling, Locations shown for permanent lateral restraint of webs shell have bracing installed per Best :C DL 7.0 PSF DRW CAUSR7175 17338373 Ail. _ Q sections B3. BT or 810. as applicable. Apply plates to each face of truss and p0.1tlon as shown above and on 12/05/2017 IIj nll�� the Joint Details, unless noted otherwise. Refer to drawings lege-Z for standard pieta positions. Alpine, a division of i1a Building Components Group Inc. shell not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG PBC/GWH drawing, anyfailure to build the truss in conformance with ANSI/TPI 1, or Tor handling, shipping, AN ITW COMPANY installation a bracing of trusses. 13 4.0 o C TOT.LD. 42.0 PSF SEQN- 34582 A awl en this drawing.r weer pegs listing this droving, Indiana.*as.pnw of professional engineering `� LY 14'�0 responsibility wifely for the design shown. The suitability and use.f this drawing for any structure is the *351 RovanaCirde rsspa. ibiIity w the VIIaIng grinner per ANSI/T01 1 swi.:. 8e Tar•`( OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information ewe this Jobs general notes and these web sites; A,n.er. ...._.. ,_.__._..__-. trio .- . .noir. o......A.w..h ammon,n SPACING 24.n" 1RFF- 1W8H7175795 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - A3 ) 'op chord 2x4 HF #2 :T3 2x4 DF-L #1&Bet.: 120 mph wind, 22.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 :B3 2x4 HF #1&Bet. : anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC B4 2x4 DF-L #1&Bet.: DL=4.2 psf. Webs 2x4 HF #2 :W1, W2, W3, W8 2x4 HF Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member :alculated horizontal deflection is 0.20" due to live load and 0.22" design. lue to dead load. (a) Continuous lateral restraint equally spaced on member. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Ipplied 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. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, :e=1.10, CAT II & Pf=21.17 psf. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 3] W4X5 2.25 R 2.75 [ 4] W3X5 S 1.25 [20] W5X5 3.00 R 1.25 5X5 ' T 3X5 3X541, a 3X5--.... 5X5[20] 6 , 3X5[4] (a) 10-1-3 1 .5X4 III W8 � s (a) T3 :),0001011/1" W3 e`w 1-11-1 (a) 3 4X5(R)[3] III 3X5= B3 1000000010.!!77...-3SS0612= B4 +18-0-0 5X7= 6X8= 3X10(F1) 1-6-0 E 3-6-15 _i_ 6-5-8 _I_ 6-3-13 >.i 5-3-12 6-11-4 �_ 7-3-0 6-10-8 .l_ 9-5-12 5-5-8 h 14-0-8 16-4-4 _I, 19-6-0 21-9-12 'I— 6-9-8 'I— 7-3-0 35-10-4 Over 2 Supports R=1540 U=61 R=1678 U=72 W=5.5" RL=149/-158 Design Crit: I RC2012/TPI-2007(STD) gtLEO PR0p,t4 'LT TYP. 18 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .'4,1 �.( r U4 `r1• OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 •*V ANNING!•• MEAD AN7 FOLLOW ALL IDES a THIS OWNING' ,ir 825 N 4t I�Ave,Comellus OR 97113 "' T R""""TM'S""n"°'°"LL°°"I""eroas'"aa'Iw TME "a*Auens• �TC LL 25.0 PSF REF R7175- 2428 Traates require a tram.e.r. In ng Componeb Saftlling. shipormation. y TPIlind ane)rfor s. etyer ac ace.prior / DL 10.0 PSF DATE 12/04/17 the mutest edition of airs re in fq fabricating, Safety Information. by TPI and ng OIG) for safety pr to and prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise• ,AAItop chord shall have properly attached structural sheathing and bottom chord shell have a properly attached :C DL 7.0 PSF DRW CAUSR7175 17338371 rigid ceiling. Locations shown for permanent lateral restraint of webs shell hew bracing installed per SCSI 12/05/2017 All. ' I=41 N the 03. 87 or 810. as applicable. Apply plates to each face of truss and positron ea shown tion abate and an II L she ane, gaaila, unless natal angeCoe.. talar up drawings he l no-Z for standard plate any BC LL 0.0 PSF CA-ENG PBC/GWH Alpine, a division of Ibu fid h 't uss in conformance Inc. ,hell .et he rter h n for.n„deviation fromthis OREGON awing, any A brace to build the true. in confo m.nce wiU ANSI/Tel ,. orhandling, shipping, er ,Z SEAN- 34584 AN mw COMPANY installation.bracing of trusses. �'/ �+ off+ � TOT.LD. 42.0 PSF . A Seel an tel.draweng or ewer pogo listing nils drawing. Indicates aeeeptalee or prefrwian.i engineering YJ51 Rmgne Circle responsibility solely% &Ie e� :AISIFsuitability7S .a"d"aa or this drawing for any structure sell Tar DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information sew this Job a general notes peg.and those web.rtes: o..........I Ammonia SPACING 24_0" .IRFF- 1WBH7175725 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - CG ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. lop t chord 2x6 DF-L 2400f-2.0E2 2x4 DF-L 2400,-2.OE: 2 COMPLETE TRUSSES REQUIRED i i Webs 2x4 HF Std/Stud :W4, W8 2x4 HF #2: Nail Schedule:0.120"x3", min. nails W10, W11 2x4 DF-L #1&Bet.: Top Chord: 1 Row 012.00" o.c. Rt Bearing Leg 2x6 HF #2::Lt Wedge 2x4 HF Std/Stud: Bot Chord: 2 Rows 0 2.50" o.c. (Each Row) ;peciai loads Webs 1 Row @ 4" o.c. Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 72 plf at 0.00 to 72 plf at 6.00 4" o.c. spacing of nails perpendicular and parallel to TC- From 72 plf at 6.00 to 72 plf at 12.95 grain required in area over bearings greater than 4" TC- From 36 plf at 12.95 to 36 plf at 20.42 BC- From 7 plf at 0.00 to 7 plf at 19.96 (**) 1 plate(s) require special positioning. Refer to scaled plate BC- 1712.19 lb Conc. Load at 2.06, 4.06, 6.06, 8.06 plot details for special positioning requirements. 0.06,12.06,14.06,16.06 BC- 238.39 lb Conc. Load at 13.06,14.95,16.95,18.95 120 mph wind, 19.85 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 1669.83 lb Conc. Load at 18.06,19.94 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC 'find loads and reactions based on MWFRS. DL=4.2 psf. JT PLATE LATERAL CHORD n lieu of structural panels use purlins to brace all flat TC f 24" OC. No SIZE SHIFT BITE ),flection meets 1/360 live and L/240 total load. Creep increase factor [ 5] W3X5 S 3.75 [ 7] W5X7 3.50 R 3.75 'or dead load is 1.50. [11] W4X8 1.50 R 4.00 [14] W6X10 3.50 R 2.75 [15] W5X5 1.75 R 1.25 [16] SS0612 S 3.00 [19] W3X7 S 4.75 SS0612(**) = 3X5= 1.5X4111 H1014 T2 5X5(R)[15] III = 3X5 s �� a 0 it 3X5= 1_T4 W10 mJ - 20-0-0 it W8 3-4-3 �i'�� i■ MI • 111 ■ \■■ mmomm 3X5[5] III 4X8(R)[11] III - -18-0-0 4X 6 B8R) =a 5X7(R)[7] III 6X10[14] = SS0612[16] -- 3X7[19] III --3-0-0 'I` 3-0-0 >fc 3-4-2 + 3-5-14 4.- 3-5-14 4I� 3-7-10--3.1 L 6-0-0 _I_ 13-11-8 J 20-5-0 Over 2 Supports R=8717 U=323 W=5.5" °"') p PR op U=388 w=5,n 'LT TYP. 20 Gauge HS,18 Gauge HS, Design Crit: IRC2012/TPI-2007(STD) S Wave FT/RT=2%(0%)/4(0) 16.01 .x4°-0 GiN E �0 OR/-/1/-/-/R/- Scale =.3125"/Ft. vss Components of Oregon (503)357-1118 ° INGI•e REPO NO FOLLOW ALL NOTES ON THIS OWING, �' $ TC LL 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT.. FURNISH THIS owrnp TO ALL CONTRACTORS INCLUDING THE IN BYA Fees, AY 83294PE 25.0 PSF REF R7175- 2429 Trusses ruire extreme care in fabricating, handling, shipping Installing any bracing. Refer to end follow 1 /'. the latest edition of BCSI (Building Component Safety Information. by TVI and WTCA) forsafety practices prior C IL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, - top chord shell have properly attached structural sheathing and bottom chord shell have a properly attached n rigid ceiling. locations shown for permanent lateral restraint crostini shell have bracing installed per BCBI 12/05/2017 C DL 7.0 PSF DRW CAUSR7175 17338362 A�L=)1 N^ sections B7, B7 or 810, es applicable. Apply plates to each face of trussand position ea sheen above and on J I1L11� the Joint Details, unless noted applicable. Refer to drawings 1009-2 for standard plate positions. Alpine, a division of iTM Building Component.Group Inc. shall not be responsible for any deviation from this OREGON C LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to bully the truss in conformance with 91151/Tpl 1, or for handling, shipping, AN ITW COMNwNY Installation.bracing of crus,.,, 1. 110,14,2Gd' 0 TOT.LD. 42.0 PSF SEQN- 34586 AA.seal aal.l thea dfwlng a a°'I.r p.W.I I.tlng tea*drawing, Inela.ts..aegrerlls.r peAaalal.l enelnwriny el y sal sly for Ula dw101.Ian, nh..wltwlllty and car ef tlwl.droving far any NI1w.tlr.la tlr 1351 RovanaCirde fwpa.I.n ley.r the Mwnmng G.allpar pm.M61/1p1 1..a.,. 'yell Tan DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 ..-For more information see this Job's general notes page and these web sites: m,. w ,. Renewal 0/30/2018 SPACING 24.0" 1RFF- 1W6H7175725 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - EGE ) THIS DWG PREPARED FROM COMPUTER INPUT GOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 'op chord 2x4 HF #2 120 mph wind, 21.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot 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. russ designed to support 1-0-0 top chord outlookers and cladding load Wind loads and reactions based on MWFRS with additional C&C member tot to exceed 5.00 PSF one face and 24.0" span opposite face. Top chord design. isy be notched 1.511 deep X 3.5" at 48" o/c along top edge. DO NOT )VERCUT. No knots or other lumber defects allowed within 12" of notches. Provide lateral wind bracing per ITWBCG wind bracing details or per )o not notch in overhang or heel panel . engineer of record. 2X3 studs require reinforcement at 70% of the iee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind length tabulated for 2X4 studs of the same grade. tracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or 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. IOTE: If wall top plate is not aligned with ceiling plane, wall tracing must be provided to ensure adequate support. See IRC2012 sec. !308.9.1. Building owner or building design professional shall )e responsible to retain engineer for wall/support bracing design. 4X5 t i 4 P p 6 6 3-10-3 i 4 �� 000 / /////////////////////// A00..20-0-0 - - /////////////////////// 2X4(A1) = 2X4(A1) 41-6-0>J 41-6-0 -1 7-0-0 7-0-0 1 14-0-0 Over Continuous Support >-1 R=122 PLF U=14 PLF W=14-0-0 RL=6/-6 PLF Jote: All Plates Are 1.5X4 Except As Shown. REO PROF t Design Crit: IRC2012/TPI-2007(STD) :R S LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .si l N E'�. si0 OR/-/1/-/-/R/- Scale =.375"/Ft. uss Components of Oregon (503)357-2118 eWARNINGI ae READ ATM FOLLOW ALL MOTES ON THIS OWING! 7 TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ..INPORTAMram FURNISH THIS OWNING To ALL CONTRACTORS INCLUDING THE INSTALLERS. ��/ 83294PE REF R7175- 2430 Trusses require extreme care In fabricating, handling, shipping. Installing and bracing. Refer to end tel 'Y the latest edition of SCSI (Building Component Safety Information. by TPI and 5TCA) for safety practice.prior C IL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. top chord shall have properly attached structural sheathing end bottom chord shell have a properly attached rigid ceiling. Locations shown for permanent lateral refs each of webs shall have bracing Installed per SCSI 12/05/2017 .0 DL 7.0 PSF DRW CAUSR7175 17338360 A fl. 0 sections 83, 87 or 810, applicable. Apply plates to h face of truss and position shorn above and on II JIJ11 the Joint Octal Is, unless noted otherwise. Refer to drawings 1BOA-Z for standard plate position. OREGON 1_, Alpine, a division of ITR Building Components Group Inc. shell not be responsible for any deviation from this :C LL 0.0 PSF CA-ENG PBC/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY ,naradlotion a brat„g of trusses.cc. lg `v 14,204 O TOT.LD. 42.0 PSF SEQN- 34558 A wt en this Crewing or order peps 11ac1p file drs.inp. Indicates emeepe.nam of prsfses/eel engineering 4351 Rovana Circle reepelsresponeibiI ity of gly for the hee Mullalng O s�igner�per ANSI/TPI lSeee7 end um w this Crewing for any CC W Is thm *sell Tan�� DUR.FAC. 1 .15 FROM BB Sammento.CA 95828 For more information sae this Job's general ..... P.O. these_._.__------. JRFF- 1W6H7175795 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master OR - E ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 120 mph wind, 21.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5(R1) 4 • 6 6 3-10-3 ma 1 .5X4 111 2X4(A1) = 2X4(A1) L1 -6-0>•1 Fc Fc 7-0-0 >I< 7-0-0 >1 I_ 7-0-0 ,i_ 7-0-0 J !` 14-0-0 Over 2 Supports R=720 U=43 W=5.5" R=720 U=43 W=5.5" RL=76/-76 Design Crit: IRC2012/TPI-2007(STD) 4' PROOFS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .. .-s �F, GAN E-6. `rip OR/-/1/-/-/R/- Scale =.37511/Ft. tins Components of Oregon (503)357-2118 •• 503)357-21 I8W�WARNINGI•• JW AID FOLLOW ALL NOTES MINIS OMNI 825 N 4th Ave,Cornelius OR 97113 "IT FlIIagN NIS OWING To All conwlcross INCLUDING TIE INWrA1 LERg. 83294PE TC LL 25.0 PSF REF R7175- 2431 Trusses r es require s fabricating, handling, shipping. Installing and bracing. Refer to and follow it the test edition ofBCSI (Building Component Safety Inforsmtion, by TPI and WTCA) for safety practices prior S to performing these functions. Installers shall provide temporary bracingI)L 10.0 PSF DATE 12/04/17 64 top chord shall have properly attached structural sheathing per all have Unless noted attached.. rigidsceiling. s sheen roc and bottom chord angel a properly attached ri l sections 83, 87 aw permanent lateral restraint of webs shell haw bracing Called per BCSI :C DL 7.0 PSF A''` I��A 1 , 1applicable. Apply plates to each face of trussposition as shown above and on 12/05/20)7 DRW CAUSR7175 17338380 II I`V' ` the Joint Details, unless noted otherwise. Refer to drawings 160A-Z fortendard plata positions. 1 • Alpine, a division of Ile Building Components Croup Inc. shell not be r ible for OREGON BC LL 0.0 PSF CA-ENG BFR/RTI" drawing, any failure to build the truss in conformance with ANSI/TPI 1. ~cenr any deviation frbm this AN ITW COMRkNY instane Ion•bracing of trusses. or for handling, shipping, A sail a this drawing or seder listing thin&bring, li,dl.abss..Iayt.lae or afSaei ,.I engineering '141,14,zcd' TOT.LD. 42.0 PSF SEQN- 47777 roapsibl l ity solely rbc tane design shown. The witabil ltd end use or this drawing far shy.tflantar.Is w M p35I RovanaCircle rresponsibilitynal.11lty •w the Wullalng Dsslgn.r Per Aaii/TPI 1 Wso,>!, ��@�t Tan � DUR.FAC. 1 .15 FROM BB Sacramento.005828 For more Information see this}ob•s general now Pea.and these sot.1 tea: m r.. Renewal 8/30/2018 SPAC I Nn 24.0" JRFF- 1W6H7175725 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - El ) 'op chord 2x4 HF #2 120 mph wind, 21.72 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5(R1) Di A —� 6 3-10-3 I L1 Mss 70-0- 1 .5X4 III 3X (A1) = 2X4(A1) e-1-6-0-aJ I< 7-0-0 >1< 7-0-0 I_ 7-0-0 _I_ 7-0-0 J E14-0-0 Over 2 Supports R=609 U=29 W=5.5" R=727 U=44 W=5.5" RL=67/-62 iiEp PROp. 'LT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) �G Oft FT/RT=296(0%)/4(0) 16.01 .0 eo-s �F,CiANE¢ 0 OR/-/1/-/-/R/- Scale =.5"/Ft. mss Components of Oregon (503)357-2118 "wAININGI•e REM ANO FOLLOW ALL NORM ON THIS OWMNGI 825 N 4th Ave,Comellus OR 97113 ••IMPORTANT•• FURNISH THIS OWNING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PE 7 TC LL 25.0 PSF REF R7175- 2432 Trusses require extrema care In fabricating. handling, whipping. installing and bracin . Refer to and follow // the latest edition of GCSI (Building Component Safety Inform,tion, by TPI end d MEGA) for safety practices prior IL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shell home properly attached structural sheathing and bottom chord shell have a properly attached C DL 7.0 PSF rigid ceiling. Locations shown r permanent lateral restraint of webs shall new bracing Installed per BCSI 12J05/2U17 DRW CAUSR7175 17338375 ,4 f di;-33 i sections B3. G7 or B10. as applicable. Apply plates to each face of truss and position as shoe,above and on II a L the Jol nt Datel lw, unlewa nOtetl atMrw,se. Rear Co tlrwings 1BOA-2£pr sLMartl plate positions. T—� Al pi ro, a d,m,,,pn pf ,TM Bu„ding Coepm,r,t,Group int. ,ha„ npt he r..ppn.,b„,pr,.�d ,a,pn,rqm t„„ OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling. shipping. AN RTW COMPANY inatanevon a bracing or trusses. n4Y 14,24 0 TOT.LD. 42.0 PSF SEQN- 47779 A ssel on this drselnp or sever page listingthis afswing, Indicates saseprdnse of pretensio R1 engineeringis �� v ` reepone8351 Romana Circle responsibility et otos Wildirgter the Des�igner per ANSI/TPI 1 lS.a.2 n0 this drawing Per w eenmenre Is the Bell Tar DUR,FAC, 1 .15 FROM BB Sacnmml0.CA95828 For more information w......Job's general cat.s page and thene woo sites. Renewal 8/30/2018 SPACING 24.0” .1RFF- 1W6H7175725 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - EG ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 'op chord 2x4 HF #2 I lot chord 2x6 HF #2 2 COMPLETE TRUSSES REQUIRED 2 Webs 2x4 HF Std/Stud :W2, W8 2x4 HF #2: Nail Schedule:0.120"x3", min. nails special loads Top Chord: 1 Row 012.00" o.c. Bot Chord: 2 Rows 0 3.00" o.c. (Each Row) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs : 1 Row 0 4" o.c. TC- From 72 plf at 0.00 to 72 plf at 7.00 Use equal spacing between rows and stagger nails TC- From 72 plf at 7.00 to 72 plf at 14.00 in each row to avoid splitting. BC- From 7 plf at 0.00 to 7 plf at 14.00 4" o.c. spacing of nails perpendicular and parallel to BC- 1540.15 lb Conc. Load at 1.94, 3.94, 5.94, 7.94 grain required in area over bearings greater than 4" 9.94,11.94 cuss designed for unbalanced snow load based on Pg=25.00P9= psf, Ct=1.10, 120 mph wind, 22.10 ft mean hgt, ASCE 7-10, CLOSED bldg, Located :e=1.10, CAT II & Pf=21.17 psf. anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psi, wind BC DL=4.2 psf. :nd verticals not exposed to wind pressure. Deflection meets L/360 live and L/240 total load. Creep increase factor lind loads and reactions based on MWFRS. for dead load is 1.50. JT PLATE LATERAL CHORD 4X5(R) III No SIZE SHIFT BITE 4 W5X7 3.00 R 3.00 11] W5X7 3.00 L 3.00 p 3X5 3X5 0 411411; 6X6(R) 6X6(R) limill I I 5-10-3 2-4-3 II non NM 1111 EN MN IMI II 2-4-3 ,, 18-0-0 + ,.:t, + MEMO 5X7[4] = 6X8= 5X7[11] - 00:71A13X7 III 3X7 III 3-6-0 3-6-0 xic 3-6-0 3_6_0 3ic3-6-0 L 7-0-0 _I. 7-0-0 J E14-0-0 Over 2 Supports R=5217 U=257 W=5.5" R=5135 U=254 W=5.5" RL=52/-52 CEO PROFS Design Crit: IRC2012/TPI-2007(STD) SS, iiiiim- LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .0,ees�10F, ({,INE' 'O OR/-/1/-/-/R/- Scale =.4375"/Ft. ties ComponeN4thAve, ofOregon (97lI37-21i8 'aWARNINGIee HFJloRAWFa,uwu,COrmea7NIsLUDING1 ,TC LL 25.0 PSF 825 N 4th Ave,Cornelius ( 03)3 -wormer" FURNISH R A DRAWING FO LO CONTRACTORS T IStORANI M IMsrN1FMy. REF R7175- 2433 Trusses require a in fabricating, handii ng, shipping. installing and bracing, Refer to and follow the latest edition extreme (Building Component Safety Information, by TPI end WTCA) for safety practices prior DATE 12/04/17 tS o performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise. /' ,L 10.0 PSF top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached m rigid celllig. Locations shown for permen.nt lateral restraint of webs shall have bracing Installed per BLS, 12/05/2017 .0 DL 7.0 PSF DRW CAUSR7175 17338358 ,4 f �� ^ sacci ons 83, e7 or eto, aw applicable. Apply plates to each face of truss and position as shale,above and on II Illil�r� the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. Alpine, a y vision of ITN Building het C ponecon Gaup Inc. shell not be responsible ham for any deviation from this OREGON BC LL 0.0 PSF CA-ENG RTT/RTT install any failure to build he Cruse in conformance with ANSI/TPI 1. or for handling, shipping, AN ITW COMRIiNY installation.Drawing of trusses,. "Ler 14,sow t/�= TOT.LD. 42.0 PSF SEQN-art en Cl,la arwl,0 or mover pyo HAMA.ChM erwlny, indie.tee•hoe ho••sr ppefN lapel.rlyl,l••rllly G `� 34554 raapmlei•Iiity emery nor nr ramp,alowr. The.rle ellity•le aw aT this drwing Tar airy etraetla.da the j35l RovanaCimle rwp,leibll Ity of hoVe Mulleins D..lgner per ANSIITPI 1 M..,2. sea Tar' DUR.FAC. 1 .15 FROM BB Sacramento.CA 95828 For more information see this Jobs general notes page and these web sites: ".,K. Renewal 8130/2018 SPACING 24_0" .1RFF- 1W6H7175775 I 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - BGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. lop chord 2x4 HF #2 120 mph wind, 19.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 Webs 2x3 HF #2 psf. .eft and right cantilevers are exposed to wind Wind loads and reactions based on MWFRS with additional C&C member Tee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind design. (racing requirements. Provide lateral wind bracing per ITWBCG wind bracing details or per leflection meets L/360 live and L/240 total load. Creepincrease factor engineer of record. 2X3 studs require reinforcement at 70% of the length "or dead load is 1.50. tabulated for 2X4 studs of the same grade. russ desi ned to su Bottom chord checked for 10.00 psf non-concurrent bottom chord live load g pport 1-0-0 top chord out lookers applied per IRC-12 section 301.5. Ind cladding load not to exceed 5.00 PSF one face Ind 24.0" span opposite face. Top chord must not be cut or notched. 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= 1 1 II II 6 I 16 3-7-3 Iiiiihihn, 11 P"" U I I 0 I U = ///////// //1 ///////// /7�/j 2X4 _ \ 1 e-o-o 2X4(A1) (Al( ) Lr--1-6-0 >Lc 2-9-0 >> L 2-9-0 >lc 1-6-0--.I I— 6-6-0 ,I_ 6-6-0 13-0-0 Over Continuous Support >i R=214 PLF U=25 PLF W=7-6-0 RL=11/-11 PLF cote: All Plates Are 1.5X4 Except As Shown. 'LT TYP. Wave Design Crit: I FT RT/%(0%)/4(0) D) 16.01 .►, �sr& PRO/"4' i �G f OR/-/1/-/-/R/- Scale =.5"/Ft. uss Components of Oregon (503)357-2118 "IIIIUiNING!•• WO AND FOLLOW KL WITS a 7Hls OR//IN61 C9 TC LL 825 N 4th Ave,Cornelius OR 97113 '•IriPORTJ1Nf•• fbmuIIM THIS o miN To All CONTRACTORS INCLUDING Tal INSTALLem. �(j 14/ 83294PE op 25.0 PSF REF R7175— 2434 _ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow h. the t edition of BCS( (Building Component Safety Information. by TPI and RICA) for safety practices prior ... •l - DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless taxied otherwise, top chord shell have properly attached structural sheathing and bottom chord shell have a properly attached rigid c iling. Locations shown T permanent lateral restraint of Baba shall have bracing Installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338366 Ail- a 1��N 1 sections 83, 07 or 810, as applicable. Apply plates to each race or truss aral position as ellen above and on 12/05/2017 II the Joint Details, unless,,aped otherwise. Refer to drawings 18OA_Z for standard plate positions. Alpine, a division of ITN Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG PBC/GWH drawing, any to build the truss in conformance with ANSI/Tal 1, or Tor handling, shipping, AN ITW COMPANY installation a bracing of trusses. A t TOT.LD. 42.0 PSF SE AA seed on drawing or Dower w design listing T es drawing, rag ii g, Iyndieands sLies amNptenew of plNYrlilal engineering (e 1/LY 14,20 Qy QN— 34565 of al.drawing for p"structure Is the �' t DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle fwepelrleld ICY of the Building Designer per ANN)I/VI 1 Bee.2. SIaMRmento,CA 95828 For more information sae this Job's general rotes page and these sob sites: Se Tat'' .,a„m. ..._.. __-. —._ __-. w r.. SPACING 24.0" IRFF- 1W6H7175725 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - B ) 'op chord 2x4 HF #2 120 mph wind, 19.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5(R1) lir * s 3-7-3 WM p 18-0-0 1 .5X4 III 2X4(A1) = 3X5(A1) ---- 1-c-1-6-0-->1 L-1-6-0-->1 6-6-0 6-6-0 L 6-6-0 _I_ 6-6-0 -I i< 13-0-0 Over 2 Supports R=691 U=26 W=5.5" R=669 U=26 W=5.5" RL=72/-72 'LT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) lit ��R�*�SS OR/-/1/-/-/R/- Scale =.5"/Ft. FT/RT=2% 0% /4 0 16.01 .',4 uss Components of Oregon (503)357-2118 a;WARNINGI" IDL READ NO FOLLOW ALL ES a THIS I1RA/It01 S' 411Na TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "I T FURNISH THIS a�INS TO ALL COIMU 6TORS INCLUDING TIE INSTALLERS. jV 83294PE REF 87175— 2435 Truss„require extreme care in fabricating, handling, shipping, Installingand bracing. Refer to and follow by the latest edition of BCSI (Building Component Safety Information, by TPI and wTGA) for safety practices prior +L / DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise, xdilhbh Cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations Mown for permanent lateral restraint of webs shell have bracing installed per BC tions 87, B7 or B1G, „applicable. BC DL 7.0 PSF DRW CAUSR7175 17338367 ,4 t7 a ��I� sections app Apply plates to each feu of truss end position as slewn above end m )Z�OS/ZO)7 II I , the Joint Dateils, unless notatl other's'. Refer to drewinga 1BGA-Z for standard Dieu ppeltien<. BC LL Alpine. a tlf vi sl on of lac gum ltl ing Componenta Group Inc. shall not w r„pdrelbla for anry deviation frau this OREGON 0.0 PSF CA-ENG PBC/GWH drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. AN ITW COMPANY Inote llation a bracing trusses. ,y wLY 14,201f. 0 TOT.LD. 42.0 PSF SEQN- 34563 A Met on this drawing ing Or.amen page listing this dewing. Indicates as eptaae of pre eMlan.l engineering fesponsibi l ity lthey/Orcul the 4No1 Wham. Tle limitability and of this drawing Ter any.c.tlat r.is the DUR.FAC. 1 .15 FROM BB 8151 ROy8118 Circle responsibility of the VIIdI nG Designer per ANSIRpI 1 1at.2. elf Tar Sk18mrnto,CA95828 For more Information:.e this Job's general rotes Dag.and these web alta,: SPACING 74.0" a..2. 1RFF- 1W8H7175725 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - B1 ) op chord 2x4 HF #2 120 mph wind, 19.60 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. leflection meets L/360 live and L/240 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, 'or dead load is 1.50. Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5(R1) lir r 16 6 3-7-3 i 0 \ 18-0-0 i 1 .5X4 III 2X4(A1) = 3X5(Al) -1-6-0-- E` 6-6-0 >c 6-6-0 6-6-0 -J- 6-6-0 -I 1 13-0-0 Over 2 Supports R=691 U=27 W=5.5" R=576 U=14 W=5.5" RL=57/-63 Design Crit: 1 RC2012/TPI-2007(STD) CEO PROA-4. 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .7,_ v j>� ' OR/-/1/-/-/R/- Scale =.5"/Ft. veew ss Components of (503)357-1118 e+11161" READ AND FOLIAR ALL NOTES a TRIS DRAWING! 0 TC LL 25.0 PSF REF R7175- 2436 825 N 4th Ave,Cornelius OR 97113 ”111,0 rrANree SWINISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TIN:INSTALLERS. la Trusses require extreme care in fabricating, handling, shipping, installing end bracing. Refer to end follow Ay the hereat edition or BCS1 (Building Component safety Information. by TPI and wTCA) for safety practices prior eiGG ,101000"., - _ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. — tap chord shell have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338378 All. ' _ `�N ., thap ons e3. B7 or B10unless s appinoted other Apply plates to each race of for and position es anion.Cove on 12�05�2017 I rhosecEdi nt Detai,a, unless meted Ptherwis.. Rorer to drawings,BpA-Z for standard plat positions. BC LL 0.0 PSF CA-ENG PBC/GWH h AIPbe, a division of Ile Building Components group Inc. shell not be responsible for an,deviation tram this OREGON drawing, any failure to build the truss in conformance wits,ANSI/TPI 1, or for handling, shipping, AN rfW COMaa;NY i,rotailation.Grad„g or'trusses. / j'r TOT.LD. 42.0 PSF SEQN- 34560 A.«l an this ermine or savor page fisting this Browing, Indiaeewla ee Rapr .of pref..Alenal engineering 4/LY 14,20 ..pae.Ibl i Sty solely for the design.loo.. The mstt.i f ity end re of this drawing for.,e,structure is w �� t• R35I Rovana Circle r`.po.ofslffty of dN Saffaing Designer per ANSI/TPI ,ees.2. ell Tar DUR.FAC. 1 .15 FROM BB Saclemento.CA95A28 For more information see this Jobs general notes page and these web sites: SPACING 24.0” .IRFF- 1W6H717579F1 I 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - JGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot 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. 'rovide lateral wind bracing per ITWBCG wind bracing details or per Wind loads and reactions based on MWFRS with additional C&C member )ngineer of record. 2X3 studs require reinforcement at 70% of the length design. tabulated for 2X4 studs of the same grade. ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Right end vertical not exposed to wind pressure. )racing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live leflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. 'or dead load is 1.50. russ designed to support 1-0-0 top chord outlooker span and :ladding load not to exceed 3 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Bong top edge.DO NOT OVERCUT. No knots or other lumber defects illowed within 12" of notches. Do not notch in overhang or heel panel . II il 4 f- 2-11-15 111111 ti i i9-0-0 2X4(A1) LE-1-6-0---I I< 8-0-0 Over Continuous Support R=116 PLF W=8-0-0 RL=7 PLF lote: All Plates Are 1 .5X4 Except As Shown. Sp PROS Design Crit: IRC2012/TP1-2007(STD) eL FS+ 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .,4 u 4 dHV F S'/. OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components of Oregon (503)357-2118 e°WARNINGtaa READ AID FOLLOW ALL NIES a THIS ON/iNGI (fi R� • TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 eeilPORTAWrae FURNISH THIS owHls To ALL C h1WACTONS INCLUDING THE INSTALLERS. (V 83294PE REF R7175- 2437 Tr require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow it /' _ the latest aes t edition of ncsi <..+iiding Component Safety Information. by Tal and NTCA) for safety practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ha rigid ceiling. Locations shown for permanent lateral restraint of webs shall haw bracing installed per SCSI ,4 1��N lection,83. 87 or as applicable. Apply plata,to each face of truss and as C DL 7.0 PSF position shown above on 12/05/2017 DRW CAUSR7175 17338361 Q the Joint Details, unless noted otherwise. Refer Co drawings 180A_I for standard pkat.positions. Alpine, a division of IT.Building Cbeponen s Group Inc. shell not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/BTT drawing, any failure to build the truss in conformance with ANSI/Tel 1. or for handling. shipping, AN ITwCOMPAiNY installation a bracing of truss... = TOT.LD. 42.0 PSF SEQN- 30464 sememi 7:,:74 dr zryis o eat,... I I.tl11p t hl.afwlro. Imla.w aae.pt ho.er pfefeseiew.,a gllwrlay �j(► LY 14,ZD a8351 Rovana Circle r..peh.l.illta,of felt Wilding Designer per I/rnit�ls.e.2. 1�of till.drawing ter py.tryptlr.I.tly VBe II Tali t DUB.FAC. 1 .15 FROM BB Sacnmen,QCA95828 For more information see this Job's general notes page and these web sites: a,.. . ....... w r.. • . _ — Owea.e,.sl amtuonM SPACING 24 011 - '----�---- 1RFF- 1W6H7175795 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - J ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF #2 DL=4.2 psf, lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. 'or dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 4X5 III � jiiiiiill1111111 2-11-15 - -11.11.111.1111.11.111111.11.1.1.11.1111111111.014 413-0-01 .5X4[9] III 2X4(A1) -1-6-0-- H 7-10-42 i< 8-0-0 Over 2 Supports 1 R=472 W=5.5" R=321 U=4 RL=52 Design Crit: IRC2012/TPI-2007(STD) 011so PROpk.S LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' 4 '4FP s/ OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components of Oregon (503)357-2118 ••MitNiNGI•• Melo MO FOLLOW ALL.NOTES ON THIS OWING, 825 N 4th Ave,Cornelius OR 97113 ••IIPpTHE RANt• FURNISH THIS CRANING TO ALL CONTRACTORS INCLUDING E INSTALLERS. 83294PE 9P. 7TC LL 25.0 PSF REF R7175- 2438 Trusses require extreme care in fabricating. handling, shipping, installing and bracing. Refer to and follow tib latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior / DL 10.0 PSF DATE 12/04/17 to performing these?unctions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise. /l — top chord shall heve properly attached structural sheathing and bottom chord shell have a properly attached fA rigid Ceiling. Locations shown for permanent lateral restraint of webe shell ova bracing installed par SCSI C DL 7.0 PSF DRW CAUSR7175 17338381 .4�1�l� sections 03, 07 or 111D, w Apply plates to each fano of truss and position shoe, above and 12/05/201/ i L J applicable. the Joint Details, unless noted otherwise. Refer to drewhgs 180A-Z for standard plata positions. Alpine, a division of ITR Building CompmenRe Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure o build the r conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY I n at h on s bred wh1 no of ewer p �, d� �C TOT.LD. 42.0 PSF SEQN- 30465 A.•.1 en this solely eh) pge listing this terming, IIKId me et this lir of professional erollle•rlro �/� LY 14,Z� tv responsibility Y design Mos,. The eultmellltd and me er this drawing Tr any.trueture Is the •8351 Rovana Circle responsibility of the Rullelro Resigner per ANSVTP1 1 g.e.S. sell Tan DUR.FAC. 1 .15 FROM BB Sacnmento,CA95828 For more information see this Job's general noes and these _ a,.K. __ ...__-. m .. ........p�'. sob sites: ._, ._ . -_._-- • Demusm. aialenrora4n SPACING 74.0" 1RFF- 1W6H7175795 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - JGEA ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x3 HF #2 :W2 2x4 HF Std/Stud: DL=4.2 psf. 'rovide lateral wind bracing per ITWBCG wind bracing details or per Wind loads and reactions based on MWFRS with additional C&C member :ngineer of record. 2X3 studs require reinforcement at 70% of the length design. tabulated for 2X4 studs of the same grade. ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind Right end vertical not exposed to wind pressure. )racing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live )eflection meets L/360 live and L/240 total load. Creep increase factor load applied per IRC-12 section 301.5. 'or dead load is 1.50. -russ designed to support 1-0-0 top chord outlooker span and :ladding load not to exceed 3 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c along top edge.DO NOT OVERCUT. No knots or other lumber defects illowed within 12" of notches. Do not notch in overhang or heel panel . :S) Add 2x4 x 6-0-0 HF #2 scab to be attached to one face 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 (S) 1 .5X4111 1.5X4111 of the top chord. 3X5=------- 1100,001.ii 1 .5X4 111 00004�� U it 2i Ji as 9-0-0 / 1 .5X4Ili 1 .5X4 111 3X5= 1 .5X4 11 2X4(A1) L--1-6-0-- L 5-5-14 _1_ 2-4-6 1 12 f 6-6-0 I— 1-4-4 117i2 8-0-0 Over 2 Supportsol R=543 W=5.5" R=383 U=4 RL=52 Design Crit: 1 RC2012/TP 1-2007(STD) * ;EO PROpt. 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .ft u co m F S". OR/-/1/-/-/R/- Scale =.5"/Ft. ins Components of Oregon (503)357-2118 ';WNNING!as Ammo FOLLOW KI.NATES ON THIS DRAPING! <(j 825 N 4th Ave,Cornelius OR 97113 **IMPORTANTFURNISH 1111$DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. gf 83294PE41 ;�TC LL 25.0 PSF REF 57175- 2439 Trusses require a fabricating, handling, shipping, installng and bracing. Refer to and follow the latest edition ofrRCSI (BuildingBComponent Safety Information, by TPI and NTCA) for safety practices prior / DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs,hall lava bracing installed per SCSI :C DL 7.0 PSF DRW CAUSR7175 17338363 fl. mL:=0[1 O�� 1 sections 81 87 or 810, es applicable. Apply plates to each face of truss and position as shorn,above end on 12/05/2017 II L i 1 sec Joint Dateilo 010, a rotatl lA Refer to to each of for ste1Wartl plate as ltiena. I AI i a. a diel elan of ITS Building Casponants G outCdDL,holl mat be responsible for any tlw hat len from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN ITWCOMPANY installation s bracing of trueness. /5 .2, db C TOT.LD. 42.0 PSF SEQN- 30466 A eesl an CIUy erwing or ewer pnge listing fele relm Inelestee oeeepr:de oi preresalen MltineerbO <, LY 14.2° A) reapenal all Ity eslely for Ula deal yl efewl. TM elltebll Ity ane ues M tfi le eralq ler qy Kf1RluV le tlr rA351 Rovana Circle responsibility or Nis Mullein,Designer per ANSI/171 1,ea•:• DUR.FAC. 1 .15 FROM BB Sacramento.CA 95528 more information see this Job's general and these web sites: For notes page •""" w o.......r..l amnfon4a SPACING 24.0" .1RFF- 1W6H7175725 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - H ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. 'or dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 1 .5X4 III I i s �- 3-10-3 ■J' _*9-0-0 '' 1 .5X4[9] III 2X' (A1) L-1-6-0---›.1L f�6-9-4 i"12 k7-0-0 Over 2 Supports >{ R=436 W=5.5" R=284 U=9 RL=70/-27 �Eo PROp. 'LT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) �G SS,% FT/RT=2%(0%)/4(0) 16.01 .�ew Cdr. GANF_ O OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components of folium (503)357-2118 T** FURNISH« HIS AID Fauns ALL NOTES ON THIS INCLUDING " TC LL 25.0 PSF REF R7175- 2440825 N 4th Ave,Cornelius OR 97113 ••IIpQtTNIT' FUR11isN Txls aweiMO To ALL cwrgAe7pes iMGL1eIp0 els iIOTALLlIM. � 83294PE Trusses usses require extreme care In fabricating, handling, shipping. Installing and bracing. Refer to and follow '// _ the t edition of SCSI (Building Component Safety Information, by TPI antl RICA) for safety practices prior IL 10.0 PSF DATE 12/04/17 to performing these functions. Installers Well provide temporary bracing par SCSI. Unless noted Otherwise,,4011641/4 — top chord shall have properly attached structural sheathing and button chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral roctreint of webs Well have bracing installed per SCSI 12/05/2017 :C DL 7.0 PSF DRW CAUSR7175 17338374 ud s i�� sections B3. 57 or 510, as applicable. oposition as shown above and on II 7p:-..:;:::7::::7:::7::::-.----. ur Jol nt Octal la, unless notatl otMnrise.Apply tlrwl each face Crux end nga Z for tabard plate pesltlena. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Al purr, a dl vl sl on of ITS Sui ltllnp ConQenenes Group Inc. shell n t be rxponr lble for eery tlwfetf en from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN lrweoMR4rvv inatwllation,brat ing of trpeea.. `LEy 14r mod° TOT.LD. 42.0 PSF SEAN- 30467 A Nei N this arming or ardor pops listing this drawing, indi.eNs ewNptones of prsf...ion.l engineering <, 110.14, ` responsireopossbility ear the Building ely for the Designer per ANI/TPThe 1 suitability..d use awls droning far mitt eCfl,rtlr.1.the VSe/I Tan DUR,FAC. 1 .15 FROM BB 8351 Rovene Circle /� /� ''1 SHC(e enIo,CA95$2ti For more Information see this Jobs general nates page and these web sites: SPACING 74.^ul .,n,.,r. ...._.._._.--,_... ...,. .._.. - - Renewal!6/30/2018 ARFF- 1W6H7175795 1115035—PARR FOREST GROVE -RIverside 3382 B roof Mas -- master master , OR - EJG ) THIS DWG PREPARED FROM tX UTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 'op chord 2x4 HF #2 Special loads lot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 20 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located TC- From 72 plf at -1.50 to 72 plf at 1.85 Inywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 wind BC BC- From 4 pif at -0.00 to 4 plf at 0.00.00 to 7 plf at 6.00 )L=4.2 psf. psf, BC- From 7 plf at 0 BC- 21.86 lb Conc. Load at 2.00 find loads and reactions based on Ii1WFRS. BC- 30.63 lb Conc. Load at 4.00 BC- 95.35 lb Conc. Load at 5.94 lottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/360 live and L/240 total load. Creep increase Ipplied per IRC-12 section 301.5. factor for dead load is 1.50. R=62 6 r"----- 1 *9-11-12 1 1-3-4I 9-0-0 N V 2X4(A1) R=130 -1-6-0 - I 1-10-3 L 4-3-5 J k6-0-0 Over 3 Supports R=267 U=21 W=5.5" Design Crit: I RC2012/TPI-2007(STD) le's0 PRO/e` 06 LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .,ere y►,QIgNF¢ '0 OR/-/1/-/-/R/- Scale =.5"/Ft. vss Components of Oregon (503)357-2118 ••WARNINGI•• aEAD AID FOLLOW ALL NOTES ON THIS DRAWING! 41A 825 N 4th Ave,Comelius OR 97113 "IMemTAMr•• Raman THIS/awWElNO 10 All CONTRACTORS INCLUDING WmarALL Nf, n./ 83294PE . TC LL 25.0 PSF REF R7175- 2441 Trusses require extreme care in fabricating, handling, shipping, installing end bracing. Refer to and follow �,�w� the latest edition of BC SI (Building Component Safety Information, by TPI end WTCA) Tor safety practices prior IL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per ecsl :C DL 7.0 PSF DRW CAUSR7175 17338359 ,4 f�- i��N I sections83. eT or bis. truss position as,haw above 12/05/2017 the Joint Details, lou rotted otherwise.Apply Rfer to a awings face0A-Z for standard plate positions. Alpine. a division of ITIV Building C:osppnanta group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure o build he truss conferments with ANSI/TVI 1, or Tor handling, shipping, �gl� AN ITW COMPANY inet.l lotion.brat„g of Troia',. 3 11014,26114 = TOT.LD. 42.0 PSF SE QN-A wl on thisy Ores/Ons.i.iy x ardor pogo listing 1),.suitability indlaetee e..avtsd of prwfs..5.e eetCa.rlrig ``rS H Tan..�a DUR.FAC. 1 .15 FROM 6634574 e.ei lbllIts solely for tyre design sleet. thi suitability aro ur of this drawing for.i structure 1s tJr 8351 RovanaCircle reogo.lblllty of este Building Doolg,i.r per ANSI/171 1 gee.!. - aramenlo.CA 95828 For more information see this Job's general notes page and these sob sites: - _ .. -._,__.-...__ . .n.. .._....-thio- iiia ..._.. ._.-...--_..- . .n,. Renewal 6,30/2018 SPACING 24.(l” .1RFF- 1WBH7175725 I THIS IYYG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - EJ1 ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 11 *10-11-12 R=111 U=8 s � 2-3-4 -111"g1- 11111111.111111.111.11111111111.1111111.1111.11.11.111.12 H00-0-0 , mezzo X (A1) = R=86 L--1-6-0 >I< 3-10-3--------->l<----2-3-5--->J I6-0-0 Over 3 Supports { R=329 W=5.5" RL=44/-21 � Eo PROFS Design Crit: IRC2012/TPI-2007(STD) ( S 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .E I 6N ( ) ( ) " 4 F �. OR/-/1/-/-/R/- Scale =.511/Ft. vss Components of Oregon (503)357-2118 ••/ARNINGI•• READ AND FOLLOW ALL NOTES ON THIS ORANINSI 4 825 N 4th Ave,Cornelius OR 97113 ••IIPORTANT•• MINIM THIS CRAVING m ALL CONTRACTORS INCLUDING 111E INSTALLERS. 83294PE TC LL 25.0 PSF REF R7175- 2442 Trusses require extreme care In febriceting. hendling, shipping. Installing end brecing Refer to end follow //- the latest edition of SCSI (Building Component Safety Information. by TDI and WTCA) for eatery practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise, 4111114 cop chord shall have properly attached structural sheathing and bottom chord shall have a properly attached C DL 7.0 PSF O rigid calling. Or sham for pe,wlanenr 1•teral restraint of webs shall hew br•cl,ig Installed per SCSI �/ DRW CAUSR7175 17338364 actions 03. S7 or B10. as applicable. Apply plates to each face of trues and position as shown above and en 12/05/2017 A 1I'11II' I 1 J the Joint Details, unless noted otherwise. Refer to drawings 18011-Z for standard plate positions. BC LL ■1'a i{JO N Alpine, a division of ITV Building Co ponente Group Inc. shall not be responsible for any deviation free this OREGON 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in confornence with ANSI/TPI 1. or for handling, snipping, AN ITW COMR4NY Installation A bracing of trusses. SLY 14,200 r TOT.LD. 42.0 PSF SEQN-eel en thl•drawing or ewer Doge listing this drawing, Indicates aeeaptYae of profession.(•gineering G 0 30469 r�.IbIIittyy of a the Buildifor ng design .�i�per ANNBvnIt1 ae 2.ond�'�this drawing for any structure is the 'VA, Tar DUST.FAC. 1 .15 FROM BB 8351 Rovana Circle C 1 5 -- Sacramento,CA 95828 For more Information.es this Job's general rote page and these rte sites: RawMWal�3fu�111R SPACING N( 24.l/1, .,n,.T. ......._._.--..... .. ...._. ... 1RFF- 1W6H7175725 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - C ) 'op chord 2x4 HF #2 120 mph wind, 19.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. 'or dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 1 .5X4 III l iiiiiiiiii g � 3-4-3 A ■� 18-0-0 r iii 1 .5X4[9] III 2X, (A1) -1-6-0--›-I s-s-a ;_12 6-0-0 Over 2 Supports >{ R=395 U=3 W=5.5" R=238 U=21 RL=75/-24 Q,to PRop1,. Design Crit: IRC2012/TPI-2007(STD) '-'0 ft TYP. Wave FT/RT=2% 0% /4 0 16.01 .1,; • i GSN `r'• OR/-/1/-/-/R/- Scale =.5"/Ft. 825 N 4th Ave, omeliusof 971157-3118 T°. FNGI"" REAHIS NO rata nu ONTRA TO S Is ORNIIINCLUDING 1 ara a i �%�TC LL 25.0 PSF REF R7175— 2443825 N 4th Ave,Cornelius OR 97f13 '"IT " "STM TM�aIA Te lrauolla n1E 1wsrKl eRs.Trusses require a n fabricating, h.neling, shipping, installing and brec,ng. Refer to ane follow the latest edition oofrBCSI(Building Component Safety Information, by TPI end WTa) for safety practices prior DL 10.0 PSF DATE 12/04/17 to perfrming these functions. Installers shell provide temporary bracing per DCI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached :C DL 7.0 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall hams bracing installed per Rcsl i2��5�2017 DRW CAUSR7175 17338379 ,4 a O` sections 83, 87 or 810, as applicable Apply pietas to each feta of truss and position as shown above and en �I L J the Joint Details, unless noted otherwise. Refer to drawings 180A-2 for standard plata positions. Alpine, a division of ITV Building Components Group Inc. shell not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformenca with ANSI/Tpi 1. or for handling, shipping, AN ITW COMPANY installation.bra„g of trusses. "Ltv�4,sod' C TOT.LD. 42.0 PSF SEQN- 30470 A semi an this drawing.r neer peg*fleeing this drawing. indicates Of this of prefects, . engineering �/s �0 $351 Romana Circle r•o os(bIIfty ty e�she.for ,desigw asl.'i,i 1°Ia;�i.eld"r'f tole a..,e°for e'°'s`" "''.is the 8e11 Tar` DUR.FAC. 1 .15 _ FROM BB Sacramento,CA 95828 For more information see this general note peg.and the,.web sitar: SPACING 24nn nlm,r. RenewalBlaftl9fM1A . ARFF- 1W6H7175725 1115035--PARR FOREST GROVE -Riverside 3382 8 roof Mas -- master master , OR - F ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located tot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. 'or dead load is 1.50. JT PLATE LATERAL CHORD No SIZE SHIFT BITE [ 9] W1.5X4 S 2.25 1 .5X4 III 3-3-15 --adIIIIIIIAI .■ r iiiii 'Is-o-o r 1 ,5X4[9] III 2X- (A1) —1-6-0-- 5-8-12 y2�12 1 5-11-8 Over 2 Supports >{ R=393 W=5.5" R=236 U=8 RL=61/-25 Design Crit: I RC2012/TPI-2007(STD) 0°E0 PROp�ss LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .0* • Alf,Qei EF p AS OR/-/1/-/-/R/- Scale =.5"/Ft. vas Components of Oregon (503)357-2118 a�WARNINGI•• R¢AD Aro FOLLOW ALL MOTES d THIS DRAWING! N 825 N 4th,Ave,Cornelius OR 97113 ••I T • FURNISH THIS MARINO m ALL CONTRACTORS INCLUDING me INSTALLERS, 4 83294PE 9 TC LL 25.0 PSF REF R7175— 2444 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to end follow '/' the latest edition of SCSI (Building Component Safety Information, by TPI d el-CA) for rely practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted othe.wlse.adiiihth _ top chord shall have properly attached structural sheathing end bottle,chord shell have a properly attached ,a rigid ceiling. Locations shown for permanent lateral restraint or webs shell have bracing `gilled per Scsl ^ C DL 7.0 PSF DRW CAUSR7175 17338370 A 11a '1 [1 N secptioin 83. 87 or 810, as applicable. Apply plates to race of truss and position as shown above and on IZ1OS/LI]i7 II L J the Joint Details, unless noted otherwise. Refer to to eacha aceA_f nor standard plate positions. Alpine, a division of 17R Building Coapon.errte Group Inc. shell not be responsible for any deviation from thla OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in eonrormence with ANSI/TPI 1, orr handling, shipping, AN ITWCOMR4NY installation A braping dr trusses. " way 14,20°4 A�C, TOT.LD. 42.0 PSF SE N- 30472 A sssl a this drawing Sr Sayan psis listing this drawing, Illdlawtss seeaptarrw of prsfsasl ehsl �**ell l{/ reopehslbll Ity solely fbr the bslpl shown. lbs suitability end Ir of this drawing for shy struatars Is the 4351 Rosana Circle f slbl l Icy tor ern.Building H..lgn.r per ANSI/171 1 See.z. 8 DUR.FAC. 1 .15 ell Tan FROM BB Sacramento,CA 95828 For more inrormatlon Sea rola fob's general notal pages and these web sites: num. r,. .._.... -. ,.r. Ro N Nal funmmn1A SPAC I NC, 24.0" 1RFF- 1W6H7175725 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - H1 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. "op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS with additional C&C member oad applied per IRC-12 section 301.5. design. )eflection meets L/360 live and L/240 total load. Creep increase factor Right end vertical not exposed to wind pressure. 'or dead load is 1.50. 1 .5X4 III sI i 2-1-3 ■ 1 lea—JMIIMIMIEIIIMIMn 4_9-0-0 1 .5X4 III X1 (A1) -1-6-0-->.1 H 3-3-4 !'112 3-6-0 Over 2 Supports R=301 W=5.5" RL=41/-20 R=117 U=3 Design Crit: I RC2012/TPI-2007(STD) F,1?'��PROFFS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .,A Q6N s/ F� p OR/-/1/-/-/R/- Scale =.5"/Ft. nes Components of Oregon (503)357-2118 "WARNING,•• READ MD FOLLOW ALL NIMES CM TN's DIMING! to 46.. 83294PE " , TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "IMPORTANT" FURNISH THIS DIMING io ALL CONTRACTORS INCLUDING THE INSTALLERS. REF R7175- 2445 _ Trusses require eatrala care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of RCSI (Building Component Sorely Information. by TPI and WTCA) for safety precticaa prior / DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise, _ top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached lM rigid calling. Locetions shown for permanent lateral restraint of webs shall hew bracing installed SCSI _�� 1 sections 83, 87 or 810, es applicable. Apply plates to each face truss and �C DL 7.0 PSF r Jposition as shown ebd a and on 12/05/2017 DRW CAUSR7175 17338372 I the Joint Details, unless noted otherwise, Refer to drawings 100A-2 for standard plate positions. Alpine, a division of In Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMw,NY installation s bracing of trusses. 1, wLYlamZoe t' TOT.LD. 42.0 PSF SE N- 30475 Ar apo a this so elyG or cover sign Moon. this drawing, .Lane of this ,TNreany s engineering e'en Tar'-�� DUR.FAC. 1 .15 FROM BB ree.ai en lits solely for din designig er per The this dioelty ante use a tlll•,reo rig Tor any eeruntlnS Is the 8351 Rovana Circle r..peh.Ibiiiey of the Sinding Designer ser Nel/Tpi 1 Sees. Sacngnemo,CA 95828 For more Information see this Job's general notes page and these sob sites: ,_.__,....___. m,. ._.._._.__. ___. wrr.. sees.. __, ,rr. _ __ RANAW.IRIRnI,IMR SPACING 24.D" .IRFF- 1W6H7175775 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - SJ1 THIS DWG PREPARED FROM COMPUTER INPUT GOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live load Ipplied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=16 U=4 6 ( Il 4_9-11-12 1-3-4 1 # 2X' (A1) = R=22 U=4 L-1-6-0_ 1-10-3 —A 9 1-11-4 Over 3 Supp,rts R=262 U=2 W=5.5" RL=27 Design Crit: IRC2012/TPI-2007(STD) Eo PROICFS 'LT TYP. Wave FT/RT=296 0% /4 0 16.01 .rx$ *,jap1 S OR/-/1/-/-/R/- Scale =.5"/Ft. vas Components of omeliuon (503)357-2118 "WININNI•• aero stn NG TO ALL NOTES RA w THIS OWING! (S 4 w , TC LL 25.0 PSF REF 87175- 825 N 4th Ave,Comehus OR 97113 "I's'�T"�' FURNISH THIS WISING*g w. i11C1-IDIaa THE INSTALLERS. 2446 Trusses require extreme care in fabricating, handling, shipping, installing end bracin . Rorer to and follow , 83294PE 'the latest edition of BM (Building Component Safety Information, by TPI and BMA) for safety practices prior BIG /- �► DL 10.0 PSF DATE 12/04/17 to performing those functions. <Unseali...shall provide temporary bracing per SCSI. Unless noted otha,.ias, - iop chard shall have properly attached structural sheathing and bottom chard shall have a properly attached rigid ceiling. Locations shown for perwunsnt lateral restraint or webs shall have bracing insta'led per BC BC DL 7.0 PSF DRW CAUSR7175 17338369 .4 , O9[1 N thesecionsJoin 0D BT or B10unless as appinoted other e. R f pietas to each feuooT truss and rd plate as sMwn above end on L the Joint Details, unissa notal otMnwlae. Refer to tlrawings 160A-Z for standard pieta poaltipns. I2/05/2017 BC LL Alpine, a division of ITS Building Components Group Inc. shell not be responsible for any deviation rrem thin OREGON 0.0 PSF CA-ENG BFR/RTT drewirg, any failure to build the truss In cont with ANSI/TPI 7, or Tor handling, shipping, AN ITW COMP Nv Installation.bracing of trusses. "'m"`• TOT.LD. 42.0 PSF SEQN- 30477 nswpem'lal ell le tr..111y ac mower pegs listing this droving. InOIrW.�yt of pfD?a i l i Mlalnawriag vLYp� /�� y solelyfor the AMI Yowl. The.Itabi l Sty end see at this droving Ter a y.Crusturo Is the 14' na8351 Rosana Circle responsibility of t,»Building oMlgnsr per MRlrni t Sec.2. $$e'f Tan•t DUR.FAC. 1 15 FROM BB J✓;nUMMo,CA95828 For more Information see this Job's general notes page and these Mb sites: SPACING NC. 74.n'1 „n,er. ...._. ._.__,_.. m,. ...... --. -- lRFF- 1WBH7175795 THIS DWG PREPARED FROM CUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - SJ2 ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live load ipplied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=100 U=10 11 44,, 10-11-12 2-3-4 !? R31 4-9'0-0 2X' (A1) L-1-6-0 310C 1-11-4_-----1.<-2-0-7-->J 1-0E3-10-3 Over 3 Supports ,d R=296 W=5.5" RL=44/-21 Design Crit: 1RC2012/TPI-2007(STD) CEO PRO . 'LT TYP. Wave FT/RT=2%(0%)/4 0) 16.01 .,�,R �o,aAgr*t� S OR/-/1/-/-/R/- Scale =.5"/Ft. nss Components of Oregon (503)357-5118 ••WARNING,ea READ AND FOLLOW ALL IMES DR THIS DRAWING! Viii825 N 4th Ave,Cornelius OR 97113 esl T ee FURNISHTHIS DRAINING mu wnARAC ORS INCLUDING THE INSTALLERS. /A/ � TC LL 25.0 PSF REF 87175- 2447 TrussSCes require extreme tare in fabricating, hendling, shipping, Installing and bracing. Refer to aro fellow 83294PEl tlatest edition of SI (Building Component Safety Inform.tion, by TPI and WTCA) for safety practices Prier / DL 10.0 PSF DATE 12/04/17 theto performing tM1afe functions. Installers shell provide temporary bracing per BCSI. Unless rated otierw lfe. ,0111164 top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached BC DL 7.0 PSF rigid ceiling. Locations sham for permanent lateral restraint of webs shall have bracing installed per BC DRW CAUSR7175 17338368 ,4 f �� ; sections BI 87 pr 8,0, as epplirable. Apply plot::<o each fauopf truss and position as down abwa erW on )2/O012017 II` tM Jalnt getail unla,rated eche if . g.fa tq drewinga,90A_j fo standard else ppsitieos. 5 BC LL 0.0 PSF CA-ENG BFR/PTT Alpine, a divl:ion of ITR Building wPa.•. any dor laClon from this OREGON 1 ng Components Group Inc. shell not be r ible for drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. TOT.LD. 42.0 PSF SEQN- 30478 A seal an this arming.f seem page listing this drawing. Melones assertions*or profS.lansi engineering responsibility wily fes the design a e... Th.suitability end use of this drawing for any remoter.,i sh. `/ VCY 14,Z�" 4751 RovanaCircle f�p.l.lelllty or He Wilding Designer per AIINIFTPI +s e.:. S$@1�Tan OUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Jobs general roue page end these web sites: SPACING 74.(ln n.n�. .._.__ • m ,. .... JRFF- 1WBH7175795 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115035--PARR FOREST GROVE -Riverside 3382 B roof Mas -- master master , OR - SJ3 ) 'op chord 2x4 HF #2 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located lot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 psf. lottom chord checked for 10.00 psf non-concurrent bottom chord live load ipplied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=162 U=16 11 ▪ 11-11-5 r 6 ( 3-3-4 z�ll • 9-0-0 • ! R=95u=7 Lt--1-6-0_<1-11-4 >I< 4-0-7 >J -6-1 1-4-12'1 5-10-3 Over 3 Supports >{ R=308 W=5.5" RL=60/-25 Design Crit: IRC2012/TPI-2007(STD) CEO PRO, 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .�R�J .+AIr: S OR/-/1/-/-/R/- Scale =.511/Ft. (503)357-2118 ••WARNING[« RFAD AND FOLLOW ALL.NOM ON THIS MINNS! TC LL 25.0 PSF 82 Components of s7 � REF R7175- 2448 825 N 4th Ave,Cornelius OR 97113 "IT FuaNlax Txls DR//IIIB TD ALL CONTRACTORS INCLUDING 111E IINiTALLMf. Trusses require extreme BCS pea In fabricating.oeS rely I, shipping, installing and bra) forms. Refer ec and(print /11:11i DL 10.0 PSF DATE 12/04/17 Cha latest edition of BCSI (Building Component Sfety Information, by TAI and wFG) for safety practices prior MC to performing these functions. Installers shell provide temporary bracing per BCSI. Unless noted otherwise. 4111164 top chord shall have properly attached structural sheathing and bottm`lord shell have a properly attached BC DL 7.0 PSF DRW CAUSR7175 17338376 rigid calling. Locations shown for permanent lateral restraint of webs shall hew bracing Installed perBC A11. 1J 11 N sections 83, a7 or 810, as applicable. Apply plates to each face of trussand position as shwas above and on )�/O�/2017 tie Joint goal I,, unless notednoted otha ref se. Refer to drawings 180A_Z fart.b.rd alae pm itlone. BC LL 0.0 PSF CA—ENG PBC/GWH L-, Alpine, a division of 1111 Building Components Group Inc. ,hen not be responsible for any deviation Tram this OREGON drawing, any failure to build the trues in conformance with ARSI/TPI 1, or for handling, shipping, AN ITdg� W COMPANY .n...........bracing of true,.,. 3C TOT.LD. 42.0 PSF SEN- 34572 . A semi an this drew/Ongar ewer page listing this drawing, indlet.s aseeptes of profae4/LY 14,2O • — repxrlbIl lty solely for the design sheen. The suitability elle use of this drawing for any.tnietl.-a Is the _l1 ‘ DUR.FAC. 1 .15 FROM BB WU51 RovaaaCircle repeelbll lty of the Wilding Designer per ANSI/Tel 1 Se.2. V Se fl Tar t . Sacramenlo.CA95828 For more information see this Jobs general notes page and thee.web sites: .1RFF- 1W6H7175725 ._,__•_...__-. —.. SPACING 24.0" Cable Stud Reinforcement Detail ASCE 7-10 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1:00 Or'. 100 Mph Wind Speed, 3C' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 • 2x4 Brace (1) 1x4 'L" Brace w (1) 2x4 "L" Brace * (2) 2x4 '6' Brace WWI(1) 2x6 'L' Brace * (2) 2x6 `L' Brace ** Bracing Group Species and Grades: Gable Vertical \ No • \ - Spacing Species Grade\ Braces Group A (Group B Group A Group B 'Group A Group B Group A Group B Group A Group B Group Ai - Spruce-Pine-Fir Hem-Fir #1 / #2 4' 7" 7' 10" 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0" #2 Stud S P— f , #1 / #2 Standard #3 4 4 7 ( 2" 7' 8' 9' 1' 9' S" 10' 10' 11' 4' 14' 0" 14' 0' 14' 0' 14' 0' #3 I Stud #3 (Standard Stud I 4' 4" 7' 2" 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0° 0I I P Standard I 4' 4' 6' 2' I 6' 7' 8' 2' 8' 9° 10' 10' 11' 4' 12' 10' 13' 9° 14' 0' 14' 0' Dou.las Fir-Larch Southern Pinewww U #1 4' 10" 7' 11" I 8' 2' 9' 4" 9' 8` 11' 1' 11' 6' 14' 0' 1 14' 0' 14' 0' 14' 0' Stud 4 Stud J S 1 #2 4' 7" 7' ............................' 9' 3' 9' 7' 11' 0' 11 5' 14' 0' I 14' 0' 14' 0" _ 14' 0" Standard Standard i \i #3 4' 6° 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' cj _j r L- I Stud 4' 6" 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0" Standard 4' 4" 5' 9' 6' 1" 7' 7' 8' 2' ' 10' 4' 11' 1' 11' 11' 12' 10" 14' 0" 14' 0" Group B J #1 / #2 5' 3" 8' 11' 9' 3' 10' 7' 11' 0" 12' 7' 13' 1' 14' 0' 14' 0' 14' 0" 14' 0" Hem-Fir_ o 43 5' 0' 8' 10' 9' 3" 10' 5" 10' 10° 12' 5' 12' 11' 14' 0' i 14' 0' 14' 0' 14' 0' #1 8 Btr U _ Stud 5' 0' 8' 9' i 9' 2" 10' 5" 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' #1 Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5" 12' 11' 14' 0' 14' 0` 14' 0" 14' 0' Dou.las Fir-Larch Southern Pinewew Up o #1 5' 6" 9' 1" 9' 5' 10' 8' 11' 1' E 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0" #1 #1 i > SP I #2 I 5' 3' 8' 11" 9' 3' 10' 7' ( 11' 0' 12' 7" 13' 1' I 14' 0' ( 14' 0' 14' 0' 14' 0' #2 #^c #3 ( 5' 1' 7' 11' 8' 5' 10' 6" 10' 11' 12' 6' 13' 0" 14' 0' i 14' 0' 14' 0' 14' 0" 1x4 Braces shall be SRB (Stress-Rated Hoard), U —, ij r L ( Stud i 5' 0' 7' 11" 8' 5' 10' 6' I 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' 4 I { ***For 1x4 So. Pine use only Industrial 55 or Standard I 5' 0' 7' 0" 7' 5" 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0` Industrial 45 Stress-Rated Boards. Group B 2 — #1 / #2 I 5' 9' 9' 10' 10' 2' 11' 7' 12' 1" 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. • S P- #3 S _ 5' 6' 9' 8' 1 10' 1' 11' 6" 11' 1. 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Goble Truss Detail Notes' J u _ _ Stud 5' 6' 9' 8' 10' 1' 11' 6" 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Wind Load deflection criterion is L/240. Standard 5' 6' 8' 8' 9' 3' 11' 6' 11' 11' i 13' 8' 14' 0" 14' 0" 14' 0' 14' 0' 14' 0` Provide uplift connections for 70 pif over #1 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0° 14' 0" 14' 0" 14' 0' 14' 0" 14' 0' continuous bearing (5 psf TC Dead Load) 5 #2 5' 9' 9' 10' 10' 2' 11' 7" I 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' j { { ( Gable end supports load from 4' 0' outlookers #3 5' 8' 9' 2' 9' 9' 11' 6' ' 12' 0' 13' 9' 14' 0" 14' 0" 14' 0' 14' 0" 14' 0" with 2' 0' overhang, or 12" plywood overhang, :5 I, Stud - 5' 8' 9' 2" 9' 9" 11' 6" 12' 0' 13' 9' 14' 0' 14' 0' 4 14' 0' 14' 0' 14' 0' Standard 5' 6" 8' 1" 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Symm r Attach 'L' braces with 10d (0.128'x3.0' min) nails. About j'— ,G0 able Truss X i )IE For (1) 'L" brace: space nails at 2' o.c. L/ L 14in 18' end zones and 4' o.c. between zones. tonal brace option: (y )0KFor (2) 'L' braces. space nails at 3" o.c. tical length nay be i-Pi Tin 18' end zones and 6' o.c, between zones. tical length nay be'bled when diagonal 18' I A( ; 44,® 'L' bracing must be a minimum of 80% of web ce is used, Connect1111* member length. )onal brace for 385# 'L' ' each end. Max web Gable Vertical Plate Sizes Brace al length is 14'. L--------_____I NEW i I 1l ' Vertical Length No Splice 2x4 DF-L #2 or 1 Less than 4' 0" 1X4 or 2X31 better diagonal 7 -- Greater than 4' 0', but 2X4 brace; single less than 1P 6' Vertical length shown18' Greater than II' 6' 3X I in table above. or double cut * 40 4 . 45' <as shown) at L L 1 ,—uI I Q + Refer to common truss design for upper end. 0 0 u -0w 0 If] lithibi` peak, splice, and heel plates. i ontinuous Bearing • P"0.Fwr Refer to the Building Designer for conditions Connect diagonal at ' �(► _� Y:"Ath. not addressed by this detail. midpoint of vertical web. ',il`� Refer to chart above for rl. ��V7 ,thL c; *■WRNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAVINGI 0` *wIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and 4/ 7� follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety at /� wREE ASCE7-10—GAB12030 � DATE E 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord r ----- TM shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRW� A12030ENC101014 /- )-- snail have bracing installed per HCS( sections B3, B7 or BID, as applicable. Appiy plates to each face of truss and position ns shown above and on the Joint Details, unless noted otherwise. 12/05/2017 i ! Refer to drawings 160A-Z for standard plate positions. ON Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from AN ITW COMPANY /(�' this drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, Z�VJ/ 1� C MAX. TOT. L.n, 60 PSF Installation H. bracing pF trusses .�qp L A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional ` �LY 14,'s�v_ engineering responsibility solely Co." the design shown. The suitability and use of this drawing �' ell Tani 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. Earth City,MO 63045 e For more information see this job's neral notes page and these web sites MAX, SPACING 24.0" ALPINE: www.aloineitwcom: TPi. wwwtol st.or n SBCA: www.sbciindustrv.oroi TCC: www.iccsafe.oro ..__..................w.. Cabe De ---Joj . For Let—in Verticals Gable Truss Plate Sizes „,soYoz't • Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. °Refer to Engineered truss design for peak, A splice, web, and heel plates. H , ®1f gable vertical plates overlap, use a ' 1 4111 single plate that covers the total area of ] I : the overlapped plates to span the web. ; *4,' I5 + p Example i 2( Gable : 2X4 pp § , Vertical 1- k Length : lIl typ, d 2X4 1 2X8 .• I ' I `T” Reinforcement Attachment Detai .7Reinforcing '7' Reinforcing Member Member 1, 1,_ : + , Toe-nail - Eir - l End-nail i 1 1 i 1 i i :><:] 0 rj, 0 S 0 II 0' al P- ,... E u._ .... (- (3 1 To convert from "L' to 'T' reinforcing members, multiply "T. increase by length (based on Provide connections for uplift specified on the engineered truss design. appropriate Alpine gable detail). Attach each "T" reinforcing member with End Driven Nails, Maximum allowable "I" reinforced gable vertical 10d Common (0.148"x 3.',min) Nails at 4' o,c. plus length is 14' from top to bottom chord. (4) nails in the too and bottom chords. "T" reinforcing member material must match size, specie, and grade of the 'L' reinforcing member. Rigid Sheathing Toenalled Nails, . 10d Common (0.1413'x3",rnin) Toenails at 4' o.c. plus Web Length Increase w/ "T' Brace X 4 NailsX (4) toenails in the top and bottom chords, "T" Reinf. I This detail to be used with the appropriate Alpine gable detail for ASCE Mbr. Size Increase ,forcing -....,, wind load. 2x4 1 30 % ember 2 2x6 I 0 % ASCE 7-05 Gable Detail Drawings Example: A13015051014, 412015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph • A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height = 30 ft, Kzt = 1.00 Gable ...,. Nails Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 24°o.c. SP #3 4' a.c. A11515ENC1.01014, A12015ENC101014, A14015ENC101014, A16015ENC101014, "I' Reinforcing Member Size = 2x4 • A18015ENC101014, A20015ENC101014, A20015END101014, A20015PED101014, "T" Brace Increase (From Above) = 30% = 1.30 A11530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 "L" Brace Length = 8' 7' • .• A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 Maximum '7' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' See appropriate Alpine gable detail for maximum unreinforced gable vertical length. g 4 Nails g A X .t5 Ceiling 00 PROpS. 'c 0 it, ‘AGINZ.4. 0, <0 vimtWARNINDRIE READ AND FOLLOW ALL NOTES ON THIS DRAWING! 83294PE 44 SP REF LET-IN VERT rwIMPORTANTmw FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care in fabricating, handling, shipping, installing and bracing, Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord DRWG GBLLETIN1014 • - ,x., shall hove a properly attached rigid ceRing. Locations shown for permanent Lateral restraint of webs 12/05/2017 . . .,---1n, I shall hove bracing installed per BCSI sections 93, 57 or B10, as appUcabte, Apply plates to each face '1 1 1 k OF N, : i of truss and position as shown above and on the Joint Details, unless noted otherwise. OREGON L _1 Refer, to drawings 160A-Z for standard plate positions. Alpine, o division of ITV Building Components Group Inc. shall not be responsible for any deviation from 113. 05/17 AN OW COMPANY this drawing, anby failure to build the truss in conformance with ANSI/TPI L or for handling, shippMg, f/ .00,14,21P. e MAX, TOT, LD, 60 PSE , installation & racing of trusse • • A seal on this drawing or cover page listing this drawing, indicates acceptance of professional Sell Tao*- . ,... engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAC, ANY • for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. • 13389 Lakefront Drive Ronawsd Riall/21141 ASCE 7-10i 120 mor, 30' Neon Heigrt, Closed, =xoosure C Common Residential Gable End Wino Bracing Requirements - Sti-f i mens 20 mph, 30ft. Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 00 mph, 30ft, Mean Hgt, ASCE 7-10, Enclosed, Exp D, or 00 mph, 30ft, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" to 7'6" in length (zt = LOU, Wind TC DL=5.0 psf, Wind BC DL=5.0 psf. provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0" (see detail below or _iteral chord bracing requirements refer to DRWG A12030ENC101014). -op Continuous roof sheathing Sot, Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max: provide a 2x6 stiffback at mid-height and brace >ee Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or ,or lumber, plates, and other information not shown refer to DRWG A12030ENC101014). )n this detail. X Optional 2x L-reinforcement attached Jails 106 box or gun (0128"x3",min) nails. to stiffback with 106 box or gun (0.128" x 3", min.) nails @ 6" o.c. X fl X i I, 2X4 Blocking nailed to I it* 45° sheathing and — 24' Max each truss ! CTyp' H / i i i 1i 2X4 DE-L #2 - or better it, diagonal brace. - H/2 1 i Attach each end X , - i for 560#. i i „,, 1 x 1/ / / / /oninuous L / / / / /' / / Bearing [- 2x6 #2 Stiffback attached to each CEO PROp . Stud w/ (4) 10d box or gun (0.123” X 3", min,) nails. ,ok Strj � d` k, 16 OZ w W WRNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! 83294PE 7 REF U E WHALER FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require extreme care Al fabricating, handling, shipping, instating and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TP1 and SBCA) for safety /- DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor. DRWG r , shalt have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs VABRST101014 r -^�\ shall Trussendnp installed per BCSI sections th, or BIO, as sbno Applytplates to each face 12/05/2017 �)I_ \\ of Truss and drawings position as shownr above and on the Joint Details, unless noted otherwise. C^ON Lf,, U ` \\��. i I Refer to draw ngs 160A-Z for standard plate positions. 'G7y7 AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from G this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, ,, Z14,201P ,,e MAX. TOT. LD. 60 PSP installation t bracing of trusse A seal on this drawing or cover page listing this drawing, indicates acceptance of professional wee1,Ta I sr engineering responsibility solely for the design shown. The suitability and use of this drawing for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec,2, 13389 Lakefront Drive Pm— RRe ' s ^ O Lt � ernbeSL, bE i ,, t,_, ..„ 1 ,, T-Reinforcer ent his detail is to be used when a Continuous Lateral Restraint (CLR) or T-Reinf specified on a truss design but an alternative web L-Reinf oncenent or einforcement method is desired. L-Reinf. le ,, Apply to either side of web narrow face. , Attach with 10d (0.128"x3.0",min) nails at 6" o,c. Reinforcing member isAir O t e y a minimum 80% of webAV member length. Ary Air- his detail is only applicable for changing the specified CLR Air- down on single ply sealed designs to T-reinforcement or -reinforecement or scab reinforcementAllir lir lternative reinforcement specified in chart below may be conservative. IMM ►� �� or minimum alternative reinforcement, re-run design with appropriate .... enforcement type. A T-Reinf. L-Reinf. deb Member Specified CLR Alternative Reinforecement Scab Reinforcement: eat Size Restraint T— or L- Reinf, Scab Reinf, 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web, 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face, - Attach with 10d (0128"x3.0°,min) nails r 2x6 1 row 2x4 1-2x6 at 6" o.c. Reinforcing member is a 2x6 2 rows 2x6 2-2x4()4() minimum 80%. of web member length. • 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(*) Scab Reinf, -reinforcement, L-reinforcement, or scab reinforcement to be same pecies and grade or better than web member unless specified therwise on Engineer's sealed design. oK) Center scab on wide face of web, Apply (1) scab to each face of' web. B NM 1 ��Ep PROpk.. //ma�y �GINFR 44 �O w"VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING, V 9 TC LL P S F REF CLR S u b S t. wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ((/ 83294PE Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and Q; /.- DL PSF DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) For safety practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chor• BC DL PSF DRWG BRCL BSUB1014 ,v, shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs n shalt have bracing installed per BCSI sections Si, B7 or 010, as applicable, Apply plates to each face 12/05/2017 of truss and position as shown above and on the Joint Details, unless noted otherwise. BC LL PSF Z LIDIN J Refer to drawings 160A-Z for standard plate positions. 1 2A�QN Alpine, o division of ITW Building Components Group Inc. shall not be responsible for any deviation from AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, two- ,p C TOT. LD. PSF installation S bracing of trusse (eelLY 14,2�V_ ,re A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional Y, engineering responsibility solely for the design shown. The suitability and use of this drawing s8eH Tar DUR, EAC. 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sect. — _____ —_ ^^ 11111 Gable Stud Rein- orcerment Detail ASCE 7-10 120 mph Wind Speed, 1.5' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or: 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Or, 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 'L" Brace x (2) 2x4 'L' Brace * (1) 2x6 'L' Brace • (2) 2x6 '1" Brace ■* Bracing Group Species and Grades Gable Vertical No Spacing Species Grade Braces Group A Group B Group A (Group B Group A Group B (Group A Group B Group A Group B Group A: #1 / #2 4' 10" 8' 2' 8' 6' 9' 8' i 10' 1" 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0" Spruce-Pine-Fir Hem Fir #3 4' 7' 7' 9° 8' 3' 9' 7" 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0" #1 / #2 Standard #3 , Stud , #2 an JD lJ — j { 1 #3 Standard F Stud 4' 7' 7' 8' 8' 2" 9' 7" 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0" 1.) 0 Standard 4' 7' 6' 7' 7' 0" 8' 10' 9' 5' il' 5' 11' 10' 13' 10' t 14' 0' 14' 0' 14' 0" Douglas Fir-Larch Southern Pinexxx #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8" 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' #3 #3 S-/ #2 4' 10' 8' 2' 8' 6' 9' 8" 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0" Stud Stud —i Standard Standard #3 1 4' 8' 7' 0' 7' 5' 9' 3' 9' 11" 11' 5" 11' 11' 14' 0' 14' 0' 14' 0' 1 14' 0' ii T- Stud i 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' i 14' 0' ( l J Standard 4' 7' 6' 2° 6' 7' 8' 2" 8' 9' i 11' 1' 11' 10' 12' 10' 13' 9" 14' 0° 14' 0' Group B' #1 / #2 5' 6' 9' 5' 9' 9' 11' l' 11' 6' 13' 2" 13' 9' 14' 0' 14' 0' 14' 0' 14' 0` Hem-Fir u S- F #3 5' 3' 9' 3' 9' 9' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' L #1 & Btr Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4° 13' 0' 13' 7' 14' 0` i 14' 0' 14' 0' 14' 0' i #I U C �� Standard { 5' 3' 8' 1' 8' 7' 10' 10' 11' 4° 13' 0' 13' 7" 14' 0' 14' 0' 14' 0' 14' 0' , Douwlas Fir-Larch Southern Pinewww _ #1 j 5' 9' 9' 6' 9' 10' 11' 3" 11' 8" 13' 4" 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' #1 ' #1 � D _ #2 I 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' ( 13' 2' 13' 9' 14' 0' 14' O' 14' 0' . 14' 0' #2 1 #2 #3 1 5' 5' 8' 6° 9' 1' 11' 0' t 11' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0° 1x4 Braces shall be SRB (Stress-Rated Board). U . , 1S _ Stud 5' 5" 8' 6' I 9' 11' 0' 11' 5' j 13' 1' 13' 8' 14' 0" 14' 0" 14' 0" 14' 0" wwFor 1x4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6" 8' 0' 10' 0" 10' 9' 13' 0" 13' 7' 14' 0' 14' 0' 14' 0° 14' 0' Industrial 45 Stress-Rated Boards. Group B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values may be used with these grades. i _ S P 43 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' I 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: 7 U H F Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6" 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" Wind Load deflection criterion is 1/240. Standard 5' 9" 9' 4' 9' 11' 12' 0" 12' 6" 14' 0" 14' 0' 14' 0" 14' 0' 14' 0" 14' 0' } - Provide uplift connections for 35 pif over #1 6' 4' 10' 6' i 10' 10' 12' 4' i 12' 10" i 14' 0' 14' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Dead Load). i a 5 #2 6' 1' 10' 4" 10' 8' 12' 2' 12' 8" : 14' 0' 14' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports f ( load from 4' 0' outtockers #3 5' 11" 9' 10' 10' 6' 12' 1' 12' 7' i 14' 0' 14' 0' i 14' 0" 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang. - 1J r L Stud 5' 11' 9' 10' 10' 6' 12' 1' i 12' 7" 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8' 9' 3' 11' 7' 12' 5" j 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Synn About] Attach 'L" braces with 10d (0.128"x3.0' min) nails. able Truss i I 1 © * For (1) `L" brace: space nails at 2' o.c. in 18' end zones and 4' o.c. between zones. tonal brace option ::; 2 : space nails at3" ac11* th. each end. Max web ( Brace I { 1 �. Gable Vertical Plate Sizes al length is 14'. 1 �*�. i Vertical Length No Splice 2x4 DF--L #2 or 1 ' l Less than 4' 0' 1X4 or 2X3 'I. better diagonal 1 Greater than 4' 0', but Vertical length shown brace; single 18' ' less than 11' 6' 2X4 in table above. or double cut + ( Greater than 11' b` 3X j 145' (as shown) at r ' ' L. 1 1 0 + Refer to common truss design for upper end. bJ 1� �� gI �- peak, splice, and heel plates. f� 111 i ontinuous Bearing I p-O / Refer to the Building Designer for conditions Connect diagonal at Ari. not addressed by this detail. midpoint of vertical web. Refer to chart above for m. t - - ' w " - ♦th, wwVARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING( Stb �..AG'f•E �y REF ASCE7-10-GAB12015 "IMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Ai Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and• 83294PE — follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) for safety /� 7 DATE 10/01/14 practices prior to performing these functions, Installers shall provide temporary bracing per BCSI. — Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord ,,, shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs DRWG A12015ENC101014 L N E F' shalt have bracing installed per BCSI sections B3, B7 or BSO, as applicable. Appty prates to each face of truss and positipn as mown above and on the pint Details, unless Hated arnerwise 12/05/2017 i� �� Refer to drawings 160A-Z For standard plate positions. AN TW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation frau lg12/05/roN this drpwing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, dr. LL �n``�� C MAXI TOT. LD. 60 PJE installation & bracing of trusses. A seal on this drawing or cover page listing this drawing,Indicates acceptance of professional /_ '0014,20°' t0 engineering responsibility solely for the design shown. The suitability and use of this drawing YS 13369�.akeifont Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. Bell Tan Earth iity,MO 63045 for more information see this job's general notes page and these web sites MAX. SPACING 4.0 n Al PINE: www.alpineitw.ram, TPI: www.toinst.nro: SBCA: www.sbrindustrv.oro: ICC: www.iccsafe.orn PLAN 3382 ••• • •e • • • • • • • • • • • • • • • • . • • • •• BeamChek v2016 licensed to: . .. • • • • . . • • . • •• • • GRAND FP CRAWLSPACE itiat4:3/02/15 ; : .". • : . . . • • • • . - . • Selection (3)2x 10 DF-L#2 •Lu='0.0 Ft • • ••• • Conditions NDS 2015 Min Bearing Area R1=1.4 in2 R2=1.4 in2 (1.5)DL Defl= 0. 2 in... • • •• •• Data . 214.•. I Beam Span 8.5 ft Reaction 1 LL 680# Fibactidn :•: :•$8O#: Beam Wt per ft 10.11 # Reaction 1 TL 893# React&2'R• : : $9�#• Bm Wt Included 86# Maximum V 893# Max Moment 1898'# Max V(Reduced) 731 # TL Max Defl I/240 TL Actual Defl L/>1000 LL Max Defl L/360 LL Actual Defl L/>1000 Attributes Section(in3) Shear(in2) TL Defl(in) LL Defl Actual 64.17 41.63 0.06 0.04 Critical 23.00 6.09 0.43 0.28 Status OK OK OK OK Ratio 36% 15% 14% 14% Fb(psi) Fv(psi) E(psi x mil) Fc1(psi) Values Reference Values 900 180 1.6 625 Adjusted Values 990 180 1.6 625 Adiustments CF Size Factor 1.100 Cd Duration 1.00 1.00 Cr Repetitive 1.00 Ch Shear Stress N/A Cm Wet Use 1.00 1.00 1.00 1.00 CI Stability 1.0000 Rb=0.00 Le=0.00 Ft Loads Uniform LL: 160 Uniform TL: 200 =A Uniform Load A R1 =893 R2=893 SPAN=8.5 FT Uniform and partial uniform loads are lbs per lineal ft.