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Plans (108) 4Jcc - 0( C. 3+ DEC 13 ?017 CITY or Tic A RD B f TT INC DIVISION F 60'8" I 43'6" I 10' --..1 -- _ — -r: 2 T CD CO : 7 1 : m co • ,.,___2__._...-IV ...______C_______.. "4------------...c.L______ m-6; 0 rn .-- ± GP — cy; co' 6.1 41r8 CII — : 74 E 3-EI — ' 3 m .1...... o " i v3- . 13 ri 1— 0 a) m EJ2 / ,— a; cci XEJ1 — F---8'8" I- 42. 1- 10' ---.-1 Customer: PARR FOREST GROVE Desc. : Riverside Plan 2626 R Ma 0 G) I-- CO ADDRESS: master itii61,. _ems 71 m Ul 0 z Desi9ned by: BILLY BREESE 8..... 2111..........1.1 — Z MD /PM.••=-Mil.re. WV tme•yw.o..33.1.. 0 Ul •. Alpine, an ITW Company 1• Fr �- ` 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 L ,, 'L 7 , Page 1 of 1 Document ID:1 W6H7175Z2105074219 EC 1 3 2017 Truss Fabricator: Truss Components of Oregon D Job Identification: 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master `' t.' Model Code: I RC Ins �r� � ' Truss Criteria: 1 RC2012/TP 1-2007(STD) rt,-' '° '1 .. ° , 0-P , if a''7 Engineering Software: Alpine proprietary truss analysis software. Version 16.01. k2' A. Truss Design Loads: Roof - 42 PSF d 1.15 Duration G� �yG y N F� S, Floor - N/A k/ 83294PE '¢ 7 Mind - 120 MPH (ASCE 7-10-Closed) �.- Notes: 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of /3e G record, as defined in ANSI/TPI 1. `ZLYt4,2016 ce 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 **ell Tal' Rim-I ".',42c,V) Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by RTT 07:41:40 12-05-2017 Reviewer: JCJ $ $ # Ref Description Drawing# Date 12/05/2017 1 02317--CG 17338280 12/04/17 2 02318--C 17338273 12/04/17 3 02319--CHV 17338271 12/04/17 4 02320--C1 17338277 12/04/17 5 02321--CGE 17338279 12/04/17 6 02322--BGE 17338269 12/04/17 7 02323--B 17338268 12/04/17 8 02324--EGE 17338276 12/04/17 9 02325--E 17338274 12/04/17 10 02326--E1 17338275 12/04/17 11 02327--DGE 17338272 12/04/17 12 02328--EJG 17338267 12/04/17 13 02329--EJ1 17338281 12/04/17 14 02330--EJ2 17338278 12/04/17 15 02331--A 17338266 12/04/17 16 02332--AG 17338270 12/04/17 17 02333--SJ1 17338265 12/04/17 18 02334--5J2 17338264 12/04/17 19 02335--SJ3 17338282 12/04/17 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - CG ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. "op chord 2x4 HF #2 tot chord 2x6 HF #2 2 COMPLETE TRUSSES REQU I RED 1 .4 z Webs 2x3 HF #2 :W1, W2, W7, W8 2x4 HF Std/Stud: Nail Schedule:0.120"x3", min. nails W3, W4, W5, W6, M18 2x4 HF #2: Top Chord: 1 Row @12.00" o.c. Bot 1 Row @lee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind WebsChord: 1 Row @ 9425o.c.c )racing requirements. Use equal spacing between rows and stagger nails iPECIAL LOADS in each row to avoid splitting. (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) 4" o.c. spacing of nails perpendicular and parallel to "C - From 90 PLF at -1.00 to 90 PLF at 0.00 grain required in area over bearings greater than 4" "C - From 87 PLF at 0.00 to 131 PLF at 17.50 120 mph wind, 22.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located "C - From 131 PLF at 17.50 to 87 PLF at 35.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC "C - From 90 PLF at 35.00 to 90 PLF at 36.00 DL=4.2 psf. IC - From 7 PLF at 0.00 to 7 PLF at 35.00 C - 417 LB Conc. Load at 27.04 Wind loads and reactions based on MWFRS. IC - 1733 LB Conc. Load at 19.06 IC - 336 LB Conc. Load at 20.94, 22.94, 24.94, 26.94 Provide lateral wind bracing per ITWBCG wind bracing details or per IC - 120 LB Conc. Load at 29.00 engineer of record. 2X3 studs require reinforcement at 70% of the IC - 114 LB Conc. Load at 31.00 33.00 length tabulated for 2X4 studs of the same grade. 6X10E=' Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. j ,- “4 .14 3X51 5' 3X5 6 r 3X5 - 6 011/ 3X5 \\.. 9-1-3 - W3 W. W7 0-4-3 - W1 2 ' 16 11111111 0-4-3 ii 1' : mr- g - 3 .. Y 7 4 Sag E 7 3x5- 2X4111 f 18-0-0 L 3X10(A5R) 2X4111 3X5- ”"� 8X8= 4X12(B7R) zss 1„000 3X5= 5X5(R) M1-0-0 6-2-9-0-4 _1_ 5-71- 13 _I, 5-7-13 _I_ 5-7-13 J_ 5-7-13 _I_ 6 2-5 6-11-0 'I 3-1-8 'I� 6-11-0 "1 9-0-4 IL- 17-6-0 —I— 17-6-0 J I` 35-0-0 Over 2 Supports R=3468 U=186 W=5.5" R=4622 U=274 W=5.5" Jote: All Plates Are 1 .5X4 Except As Shown. REO QRop Design Crit: IRC2012/TPI-2007(STD) A9 LT TYP. Wave FT/RT=2%(0% /4(0 16.01 ..4 . s'i •�WARNINGOo• READ C�6NF�• • OR/-/1/-/-/R/- Scale 1875"/Ft. vss Components of Oregon (503)357-3118 ALL NOTES ON THIS owrtect � — 825 N 4th Ave,Cornelius OR 97113 ..IwatTAxr' FURNISH THIS DRAWING m ALL (TRACT I UDING INSTALLERS. /f�V 83294PE . TC LL 25.0 PSF REF R7175- 2317 Trusses require extreme care in fabricating, handling, shipping Installing and bracing. Refer to and follow SC ' the latest edition of SCSI (Building Component Safety Information, by TPI and*TCA) far safety practices prior //^' DL ,041164to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, 1 0.0 PSF DATE 12/04/17 top chord shall have properly attached structural sheaom,chord shell have a properly attached gid telling. Locations shown far permanent lateral restraint of webs shall have bracing installed per thing and boBCSI :C DL 7.0 PSF n ti �0�� . sections 83, 87 or 810, as applicable. Apply plates to each face of trash and12/05/2017 DRW CAUSR7175 1733E1280-- ... sections 7338280 d II the Joint Details, unless noted otherwise. Refer to drawings190A-Z for standard positionlate as shown above and on P positions. Alpine, a division of ITN Buildingresponsible far OREGON BC LL 0.0 PSF CA-ENG RTT/RTT drawl Components Group Inc. shell not be r airy,deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, orhandling, shipping, AN ITW COMPANY Instal leu an r bract ng or crosses. for n • A...i an this drawing.r cover p.gs listing this drawing, ineiwe...cb pe.me of peof...Ian.l engineering �4, SLY 14,200 TOT.LD. 42.0 PSF SEQN- 30325 - responsibility solely Abr the design ahem. The suitability and use of this drawing for any structure is the J w 8351 RovanaCircle r..p„Nlbll lty of the Building oa.ldner pee At61/TP1 1 st,2. Se,, Tan' DUR.FAC. 1 .15 _ FROM BB Sacramento,CA 95828 For more information r .dersee this Job's general rotes page and Chess web sites: ........ ___. tn.. .._.__ ___. wrrs. .._...._..._._...._.._.___. ,rr. ...... , . ___ RAnowselRiffig7911R SPACING 24.0" .JRFF- 1W6H7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - C ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 22.47 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 :W3, W4, W5 2x4 HF #2: DL=4.2 psf. :a) Continuous lateral restraint equally spaced on member. Wind loads and reactions based on MWFRS with additional C&C member lottom chord checked for 10.00 psf non-concurrent bottom chord live load design. 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. le=1.10, CAT II & Pf=21.17 psf. 5X5= 3X5 3X5 T 3X5. 3X5 1 .5X4 A 1 .5X46 9-1-3 -411111° ILII61 0011111i 5X7=AAIIrtS r-, 18-0-0 5X5(A2) = 3X5= — 3X5= 5X5(A2) 11 '-1 11 J 6-2-5 _I_ 5-7-13 _i_8_5-127-13 �< 5-7-13 _i_ 5-7-13 9-0-4 .i8-5-12 -I— _1,.. 9-0-:-2-5 L- 17-6-0 J� 17-6-0 J F35-0-0 Over 2 Supports R=1588 U=66 W=5.5" R=1588 U=66 W=5.5" RL=153/-153 3 Design Crit: I RC2012/TPI-2007(STD) ,�¢'�O PROM:-SS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 ..4 I 4.Q6N E �• OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 ”VDU NINGI•• NEM AND FOLLOW ALL 1A7ES CW THIS DRAWING! o 825 N 4thAve,Cornelius OR 97113 "I r s+ iisi+TMis owe um m Ai-CONTRACTORS INCLUDING THE INSTALLERS. i 83294PE \ITC LL 25.0 PSF REF x7175— 2318 Trusses require extrema care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior /" DL 10.0 PSF DATE to performing these functions. Installers provide temporary bracing per BCSI. Unless noted otherwise. 12/04/17 top chord shall have properly attached l. taed structural sheathing and bottom chore shall have a properly attached ... sections rigid ceiling. Locations sown for permanent lateral restraint of webs shall have bracing installed per tam :C DL 7.0 PSF DRW CAUSR7175 17338273 1L1 O\� B3. B7 or 61o, as applicable. Apply plates to each face of truss antl position as shown above and do 12/05/2017 L J the Joint Retails, unless noted otherwise. Refer to drawings 180A_Z for standard plate positions. Alpine. a division of ITN Building Components Group Inc. shall not be ra=ppn,ibie fpr 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 ITW COMPANY installation a bracing of trusses. A spa man/.erasing or ewyef soon listing alls drawing, iia d a..acceptance or professional engineering �4f*sell e r 14,2 .�� DUR.FAC. 1WP TOT.LD. 2 15 PSF SEQN- 30377 rsspenslbllity solely for the design Show, The suitability end des of this drawing for any structure Is the y 8351 RovanaCircle responsibility of the Building Designer per ANSi/ipi ,ga.z. FROM BB Sacramento,CA 95828 more Information see this J general For Job's rotes end chase _._.__.-...__ . m,. ..-.--_-,_-- _ • wren. page web sites: RonmvwlR/RM9(141 SPACING 24.0" 1RFF- 1WBH7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master OR - CHV ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. "op chord 2x4 HF #2 120 mph wind, 22.47 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 Std/Stud :W3, W4 2x4 HF #2: DL=4.2 psf. hind loads and reactions based on MWFRS with additional C&C member Bottom chord checked for 10.00 psf non-concurrent bottom chord live lesign. load applied per IRC-12 section 301.5. )eflection meets L/360 live and L/240 total load. Creep increase factor Truss supports 200# mech unit; unit centered at 17-6-0; supported by 'or dead load is 1.50. BC; unit width 2-0-0; supported by 4 trusses. IT PLATE LATERAL CHORD Jo SIZE SHIFT BITE .11] W3X7 1.25 L 1.25 ;18] W3X7 1.25 R 1.25 5X5= 1.5X4 III ii 3X5-*. T 3X5 1.5X4 III 1.5X4. 0 W4 •. 1.5X4 6 9-1-3 W. 0-4-3 I -- 0-4-3 — H0308--- 3X7[11] � T 18-0-0 ' 5X5(A2) = — 3X7[18] 5X5(A2) =--.- 11 d X5(A2)L1d 11 J I'` 6-2-5 11-1i.. 5-7-13 ),I.< 5-7-13 11-3-11 5-7-13 5-7-13 11110-3 6-2-5 L— 17-6-0 _J_ 17-6-0 J 35-0-0 Over 2 Supports R=1638 U=66 W=5.5" RL=153/-153 R=1638 U=66 W=5.5" Design Crit: IRC2012/TPI-2007(STD) ' 'D PROp�s LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .fR k vssCom entso£Oregon (503)357-3118 ”WARNING1ww READ AND 1- .S/ Et�,\ OR/-/1/ Scale =.1875"/Ft. FOLLOW ALL NOTES ON THIS owWiNG, 825 N 4th Ave,Comelius OR 97113eei1Pmom FURNISH THIS om To AU-CONTRACTORS INCLUDING 1h1E INSTAL rTS. ',,0 140- , TC LL 25.0 PSF REF R7175- 2319 _ Trus require extrema care In fabricating, handling, shipping installing and bracing. Refer to end follow The latest edition of BCSI (Building Component Safety Information. by TPI and YTCA) for safety practices prior iIV we"' o performing these functions. Installers shall provide temporary bracing par BCSI. Unless noted otherwise. / iilik DL 1 0.0 PSF DATE 1 2/04/1 7 top l chord i shall have properly attached structural sheathing and bottom chord shall have a properly a tached rigid ng. Locations shown for permanent lateral restraint of webs shall have bracing installed BC BC DL 7.0 PSF Lirh0 t. seeds,,B3, B7 or B,o. as ne ble, e s DRW CAUSR7175 17338271 J L e Joint Bataiis, unless ot�ad tto wlsa�plRefee tCo drawlnpsfi80q_Z forsstantlepd itlon a sMwn above and an plate any deviate12105!2017 BC LL 0.0 PSF CA-ENG RTT/RTT Alpine, a division r of Ubu Building Components Group Inc. shell not be responsible for any deviation from this drawing. any failure to build the trans In conformance with ANSI/TRI ,• or far handling, shipping. OREGON AN ITW COMPANY Installation.bracing of trusses. m A.awl .n tlhis drawing or cover pg.listing this drawing, Indio t..acceptance of pr.f.w..n.i engineering rIA4 'Vty 14,2Q$ TOT.LD. 42.0 PSF SEQN- 84233 responsibility solely Por the design shown. The suitability yaw h,..of chic droving for any structure Ie the 8351 Rotors Circle r«ooh,. y er the Building Designer per ANSI/IPI ,sa.Z. DUR.FAC. 1 .15 FROM BB S t Sacramento,CA95828 For more information see this Job's general notes pege and these deb ��Tari •r nr.,c. sites: ars ..... _-•_ _-- SPACING 24.0" 1RFF- 1W6H7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - Cl ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 :T2 2x4 DF-L #2: 120 mph wind, 22.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located Sot chord 2x4 HF #2 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC Webs 2x4 HF Std/Stud :W2, W5 2x4 HF #2: DL=4.2 psf. W4 2x4 DF-L Std/Stud: Wind loads and reactions based on MWFRS with additional C&C member :a) Continuous lateral restraint equally spaced on member. design. 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 applied per IRC-12 section 301.5. 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(R) III -F 1 .5X4111 "'� 1 .5X4111 T2 3x5::00;20000000000.11 X5 3X5- 1-3 3X5 3X5 es 4 8X8= 4 ,__ ..00000011°1/1/7 000. 418-0-0 5X7.---- 5X5(A2) = 6X8= 1 .5X4 III 5X5(A2) 1-0-0 -=..... 1-0-0 -....... 7-1-12 7-3-8 7-3-4 y1<2-11 -4J_ 4-5-12 6-2-0 6-10-4 7-3-4 T 6-3-12 a< 6-10-4 17-6-0 I_ 17-6-0 7-3-8 --I` 7-3-4 —I` 7-3- 4 - 1` 13-2-0 35-0-0 Over 2 Supports R=1595 U=62 W=5.5" R=1593 U=63 W=5.5" RL=153/-153 Design Crit: I RC2012/TPI-2007(STD) CEO PROFfi' LT TYP. Wave FT/RT=2°6(0°6)/4(0) 16.01 .1R 1� Il 'wh.ss OR/-/1/-/-/R/- Scale =.1875"/Ft. TJss components of Oregon (503)357-2118 ' NARN INGI ee READ Aro FOLLOW ALL NOTES ON THIS DRAWING! 825 N 4th Ave,Comelius OR 97113 eeINPORTANT. FURNISH THIS DRAINING TO ALL CONTRACTORS INCLUDING THE INSTA-ERS. 4110 TC LL 25.0 PSF REF R7175- 2320 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to end follow a 83294PE the latest edition of BCS! (Building Component Safety information. by TPI and WTCA) for safety practices prior ,- DL 10.0 PSF DATE 12/04/17 o 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 shall have bracing installed per BC BC DL 7.D PSF DRW CAUSR7175 17338277 L�uO`� ... sections B3, 87 or 810. as applicable. Apply plates to each faceofcru and position as shown above and an LIF) F the Jcint Details, unless not¢d of arwise. Rafar Co drawings tSGAZ forsstaMartl plate pnwitiena, 12105/201 7 Ai Pf roe. a clivi Sian of ITw Building Compose a Group Int. =„all n be reapomsihi far an„da,f anion from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT awing, any failure to build the truss in conformance with ANSI/TPI t, or far handling, shipping, AN ITW COMPANY installatlan.bracing of trusses. yy� ,,p TOT.LD. 42.0 PSF SEQN- 30378 w A awl on this Growing or cover paps listlnp this drawing, Indicates aaeapt no.of preM1r/ensl engineering i/ p- f/� rwposibiilcy feisty fbr the dation sheen. Tho suitability and use of this drawing far any structure is the 4 Ly�4'Z� \� 8351 RDVBIIB Circle responsibility or til.Building Designer per ANSI/TPI T S.e.2. es Tao. OUR.FAC. 1 .15 FROM BB •Sgcra enlo,CA95828 For more information see this Job's general notes page and these web sites: �e" • �`� , . .__._...__- SPACING 74.O" 1RFF- 1WRH7175771 1115025--PARR FOREST GROVE —Riverside Plan 2626 A Ma -- master master , OR - CGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 22.47 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 2x3 HF #2 :M12 2x4 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 design. ength tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind :a) Continuous lateral restraint equally spaced on member. bracing requirements. 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. 'russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Truss designed to support 1-0-0 top chord outlooker span and :e=1.10, CAT II & Pf=21.17 psf. cladding load not to exceed 5 PSF one face, and 24" span opposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c IOTE: If wall top plate is not aligned with ceiling plane, wall along top edge.D0 NOT OVERCUT. No knots or other lumber defects )racing must be provided to ensure adequate support. See IRC2012 allowed within 12" of notches. Do not notch in overhang or heel panel . sec. 602.3. Building owner or building design professional shall Ie responsible to retain engineer for wall/support bracing design. 5X5 3X5 3 X 5 ti 6 r-- 6 ..I 12 to (�a§ae 9-1-3 0 a 9 0 g n 4 a 1 18-0-0 ////1/,/////////////////////////////////////////////// ////////////2/////////////'/////////////////////////l/ •' 3X5(A1) -- 5X5- 3X5(A1) 1-0-0 1-0-0 L 17-6-0 ,I_ 17-6-0 _1 35-0-0 Over Continuous Support R=121 PLF U=4 PLF W=35-0-0 RL=4/-4 PLF tote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) ��E©PRQFF A. S LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .PAc.uAlenr!�,Sri OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 •�NARNINGI•• Nolo Aho FOLIOS ALL NOTES ON THIS oarTINGI � TC LL 825 N 4th Ave,Cornelius OR 97113 ••11PORTANr•• FURNISH THIS DRAINING To ALL CONTRACTORS INCLUDING THE INSTALLERS. j 83294PE 25.0 PSF REF R7175- 2321 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow �� the latest edition of BCS1 (Building Component Safety Information, by TP1 and WI-CA) for safety practices prior ` /' DL 10.0 PSF DATE to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. 12/04/17 top chord shall have properly attached structural sheathing and bottom chord shall M1 a properly attached rI rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI BC DL 7.0 PSF DRW CAUSR7175 17338279 �[F)1:1 B3, 07 or ls, unl esss��dlio iso. Refer to drawing r180AA ofZ trussand rd pl to as scion above and on 1'Z/OC/�1o1^I >Apply plates to Z fortandard plate ploys d:,. J L 1/ BC LL Alpine, a divialur oITS Bui the Cooponents Group Inc. shall n t be roapanaible fir any deviation rrm this OREGON0.0 PSF CA-ENG BFR/RTT drawing, any failure to build nos in conformance with ANS1/TPI 1, or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. PP�' C A meal on this drawing or cover peps listing this drewinp, indlo.ten acceptance of professional engineering �` 410'14,20(16 10'14,2ot'� TOT.LD. 42.0 PSF SEAN- 30379 responsibility solely ter the design.horn. The suitability end use of this drawing for any structure le the AD t 8351 RovanaCircle responsibility of the Building Designer per ANSI/Tpi 1 See.2. *89/11n016 DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general Hata.page and these web sham: FF _-.- SPACING 24.0" AR - 1WAH7175791 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - BGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 120 mph wind, 20.47 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 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 engineer of record. 2X3 studs require reinforcement at 70% of the length design. :abulated for 2X4 studs of the same grade. See lottom chord checked for 10.00 psf non-concurrent bottom chord live load bracingSrequirement01014, GBLLETIN1014, & GABRST101014 for gable wind applied per IRC-12 section 301.5. s. Deflection meets L/360 live and L/240 total load. Creep increase -russ designed to support 1-0-0 top chord outlooker span and factor for dead load is 1.50. cladding load not to exceed 5 PSF one face, and 24" span apposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Truss designed for unbalanced snow load based on Pg=25.00 psf, along top edge.D0 NOT OVERCUT. No knots or other lumber defects Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. Mowed within 12" of notches. Do not notch in overhang or heel panel . 4X5 111411 6 1 ; I 1 6 I 1 I 5-1-3 iiI i 1111I 2X4 Al///////////////// //�//////V�/////��// 1B-o-o 2X4(A1) ° °J [1.-0-OJ IL. 9-6-0 .j_ 9-6-0 f< 19-0-0 Over 2 Supports R=230 PLF U=7 PLF W=5-2-8 R=230 PLF U=7 PLF W=5-2-8 RL=17/-17 PLF dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TP1-2007(STD) ,4EO PRQF� 9 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .V.e u,1��s`r/ • OR/-/1/-/-/R/- Scale =.375"/Ft. vss Components of Oregon (503)357-2118 'el P INGi" READ an FOLLOW ALL NOTES eI DOS OWING! �Q TC LL 825 N 4th Ave,Cornelius OR 97113 "I '+ " ISN 11118 ORATING To AU_co/InAmon immune THE INsrAuaes, (y 83294PE 25.0 PSF REF R7175— 2322 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 NTCA) for safety practices prior /" DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top thorn shall have properly attaMch ed structural sheathing and bottom chord shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs snail nave bracing installed per BCSI BC DL 7.0 PSF `Ifn I�O�� sections 83. B7 or 810. as applicable. Apply platens to each re,. f trussand position as shown above and an 12/05/2017 DRW CAUSR7175 17338269 CM Joini Dataiis, unless no tl harwlse. Refer tlraWings 180A-Z for sUMard plata posiilons. AI Ire, a dlvlsinn of 17g Building Cpmpanenta Dronp Inc. shell n t be responsible fdr an,.tlevletien Pram chic 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, snipping, AN ITW COMPANY installation r bracing of trusses. A r.i an vii.o-rrirp rr cover ww I acing b.I.err.ing. Inds t......ar.,ar.r o,en..I.D.I .rgln..rI,g /0 `7/LY 14,2 m TOT.LD. 42.0 PSF SEAN- 30380 r..prn.ibl I ity roi.iy?8r tlI8 d.rl o".nr.n. TII. itYfi i toy and lar.r thin droving r rrly rtruetlr.i.tM S 8351 Rovana Circle responsibility el the Building D.rignrr per ANSIfPI 1 S...2. sell Tan• DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's J general rocas page and these wee sites: .. .._. . . SPACING 24.0" 1RFF- 1WfiH7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - B ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENS IONS) SUBMITTED BY TRUSS MFR. op chord 2x4 HF #2 120 mph wind, 20.47 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. 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= PRI 1 .5X4 1 .5X4 5-1-3 ►1 18-0-0 3X5(A') 3X7= 3X5(A1) f L 5-0-4 9 0 4-5-12 >I< 4-5-12 L. 5-0-4 9-6-0 L.- 9-6-0 --I- 9-6-0 ,I 1 19-0-0 Over 2 Supports R=901 U=39 W=5.5" RL=77/-81 R=817 U=30 Design Crit: IRC2012/TPI-2007(STD) .0:1 PROp'A LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .ft-� BmN1ARNiNG1we READ AND FOUR �r `r�i OR/ /-/-/R/- Scale =.375"/Ft. vss Components of Oregon (503)357-2118 ALL ROTES a 11115 tGB1 TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "' r ms's"THIS DAMNING 1g ALL CONTRACTORS INCLUDING 111E INSTALLERS. jL 83294PE REF R7175- 2323 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WrCA) for safety practices prior ` / -- DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless nomad otherwise, top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached rigid tailing. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI 7 BC DL 7.0 PSF DRW CAUSR7175 17338268 ��)� sections B-3 87 or B10• as applicable. Apply plates to each face of truss and position as shown above and on 1/D5/201 J IIILrf`�--I' the Joint Details, unless noted otherwise. Refer to drawings 180A_Z for standard plate positions. J!L L Alpine, a division ur of ITV th ng trussCominnentscon roup Inc. shall not be responsible han far any deviation from this OREGON )BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the conformance with ANSI/TVI 1, or for handling, shipping, fcee AN ITW COMPANY stellacioo.bracing of trusses. TOT.LD.LD. 42.0 PSF A.e.l on tels treeing or cover p.gs listing this drawing, Indleatee.emlot ne.of prof.m.len.l engineering �` `'fit'14,20� SEQN- 30381 responsibility solely for the design.linen. The suitability end use of this drawing for mew struetlr•is the 8351 Rovana Cireie responsibility lty er the Building Designer per ANsI/ipl 1 S.e.2. eIA a/'Tar DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's I 1 ��n•ur J general rotas page and these web sites: nn. SPACING 24.0" 1RFF- 1W6H7175721 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EGE ) -op chord 2x4 HF #2 :72 2x6 HF #2: (**) 1 plate(s) require special positioning. Refer to scaled plate lot chord 2x4 HF #2 plot details for special positioning requirements. Webs 2x3 HF #2 :W1 2x4 HF Std/Stud: 120 mph wind, 15.00 ft mean hgt, ASCE 7-10, CLOSED bldg, Located 'rovide lateral wind bracing per ITWBCG wind bracing details or per anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC engineer of record. 2X3 studs require reinforcement at 70% of the length DL=4.2 psf. :abulated for 2X4 studs of the same grade. Wind loads and reactions based on MWFRS with additional C&C member ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101O14 for gable wind design. '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. Truss designed for unbalanced snow load based on Pg=25.00 psf, *) Provide lateral bracing for inset member. Attach nailer Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. at edge of lower roof diaphragm, or use purlins at 24" oc. 4X5 MI 3X7 I AW i ( 6 4-5-11 W1 I T2 (*) 0-4-3 n n 0- -3 4It ______„-------milLf u 0 4 9-0-0 2X4(A1) = 1.5X4(**) III 3X5(A1) 1 ' >l< 5-6-0 >l< 11-0-0 1 ' 11-0-0 + 5-6-0 L- 5-0-3 —I_ 3-2-13 _I_ 2-2-14 0-6 F 16-6-0 Over 3 Supports I R=447 W=3.5" R=814 U=5 W=5.5" R=746 W=5.5" RL=75/-75 Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 'tet)PROF 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'4e kiLipsh, OR/-/1/-/-/R/- Scale =.4375"/Ft. vss Components of Oregon (503)357-2118 ..1101110110h51.. REM ND FOLLOW ALL NOM ON THIS DRAWING, Al 1110 LL 25.0 PSF REF 87175- 2324 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT.. FURNISH THIS DRAWING To ALL CQITRACTORS INCLUDING 111E INSTALLERS. Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow is , the latest edition of BCSI (Building Component Safety Information, by TPI and RICA) far safety practices prior F.A. /` - DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shelf provide temporary bracing par BCSI. Noises noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid caning. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC DRW CAUSR7175 17338276 �� sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on 12/05/2017 the Joinrc Data:::. unless noted oCherwi:e. Rarer to tlraw:ngs 160A-2 for standard plata Fashions. BC LL 0.0 PSF CA-ENG RTT/RTT Alpine, a division of ITw Bulltling Components Group Inc. :hall roc be responsible for anry tleviation from this OREGON drawing, any failure to Wild the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY installation A bracing of trusses. 13C.t` TOT.LD. 42.0 PSF SEQN- 30331 w A...l an this drawing or cover pegs listing this drawing, Ilt...oa.pbw nof prof...ien.l engineering fe L1'14,20 `m responsibility sully fbr the deeIgn Sheen. Tb.suitability end nee of chie drawing for any'immature I.the Tao .\ DUR.FAC. 1 15 FROM BB - 8351 RovanaCircle responsibility or the Bonding Designer ANSI/WI 1 Seo.2. sell Tar Sacramento,CA 95828 For more information see this Job's general rotes page and these web sites: ..a,.,r. ........_,_.__._...--_. .n.. a r,. ........ _-- ,.r. ....... ,___--- _-- SPACING 74.0" JRFF- 1WAH7175771 : 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - E ) 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. iottom 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= PRI 1.5X4 1 .5X4 ' 6 \ �� 16 4-5-11 J/ MI 3X5= 2X4(A1) = 3X5= 2X4(A1) i,c1 '�I< 5-6-0 lc, 11-0-0 _ I.z1 '.i.1 t_ 4-4-12 _f__ __3-10-4 I_ 3-10-4 F 5-8-3 i 5-1-11 —1_ _i_ 5-8-3 4-4-12 I— 8-3-0 —I. 8-3-0 J I16-6-0 Over 3 Supports >1 R=268 W=3.5" R=798 W=5.5" R=534 W=5.5" RL=75/-75 Design Crit: I RC2012/TPI-2007(STD) CEO PROFR LT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.x^ `rd' �, d/ t �► OR/-/1/-/-/R/- Scale =.375"/Ft. 825N4thAve,sof Cornelius 971157-2118 "'MARNuINI" REM IS M on hones CO4re This LAMMO I (? , op TC LL 825 N 4th Ave,ComeGus OR 97113 '•IIPORTANr•• MINIM lxls DRAtlI/G m ALL arfraActogs IIID W111g 111E mouses. G fntl��c REF R7175— 2325 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow !rill 83294PE25.0 PSFthe latest edition of BCSI (Building Component Safety Information, by TPI and WICA) for safety practices priorpi,.. /". �, DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise, - top chord shall have properly etta,hed structural sheathing and bottan 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 17338274 11— `� sections B3, B7 or 810, as applicable. Apply plates to each face of truss and position as shown above and 0, J the Joint Oetaf ls, unl oss notatl oCMrwl se. Refer Co tlrawi lige 18pq-Z for staMartl plate poslCfdm. 12/05/2017 Alpine. a division of IT«Building Components group Inc. shall not be responsible for an, deviation from this OREGON BC LL 0.0 PSF CA—ENG BFR/GWH drawing, anyfailure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY installation a bracing of trusses. .213 1'4'14,204. ,il,� �p TOT.LD. 42.0 PSF SEQN— A art r this droving or toyer pap listing this drawing, Indicates acceptance of prohaslanai engineering I_q IVLV 14 20V- 0 117022 responsibility solely for the design shown. The suitability end use of this drawing for any structure is the V - 8351 RovanaCircle responsibility of vie Building Designer par ANS1/7P1 1 sr.2. Sell Tar.` DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these nab sites: n,.,r. ....... _._:__._...---. .a,. .._... _-._--_-- SPACING 24.0" JRFF- 1WBH7175721 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - El ) '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. Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' Wind loads and reactions based on MWFRS with additional C&C member lottom chord checked for 10.00 psf non-concurrent bottom chord live design. oad applied 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. 4X5= 6 n 1 .5X4 1 .5X4 lir / 3X5 \ �� 16 4-5-11 �� 0-7-15 . ME Ma DOI 9-0-0 5X5(E1) _ 3X5-- 3X5==- X5=3X5= 2X4(A1) _ I< 4-10-8 >1< 11-0-0 1.<1 ,,,J 3-9-4 3-10-4 3-10-4 4-4-12 5-0-11 5-1-11 5-8-3 L- 7-7-8 ....I_ 8-3-0 I 15-10-8 Over 3 Supports d R=153 R=807 W=5.5" R=529 W=5.5" RL=66/-65 Design Cr it: IRC2012/TPI-2007(STD) ctEO PROP& 'LT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.V taus_ OR/-/1/-/-/R/- Scale =.375"/Ft. u25 N4th nents of Oregon (503)357-2118 "w/4RNI RNI•• HEAD MD FOLIAR AL ONTRA a THIS oaNIRGI (p li TC LL 25.0 PSF REF R7175- 2326 825 N 4th Ave,Cornelius OR 97113 `•11POIlTANT•• FURNISH THIS DRAWING m ALL CONTRACTORS INCLINING n�INSTALLERS. aTrusses require extrema re In fabricating, handling, shipping, installing and bracing. Refer to and follow lir the latest edition of BCSI ca Component safety Information, by TPI and WTCA) for safety practices prior BS. / ..k _ DL 10.0 PSF DATE 12/04/17 e performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF 5 DRW CAUSR7175 1733827 tap chord=hall have Properly attached structural sheathing and bottom shard shall have a properly attaa as fl �� r� sec[f Ms B3, B7 or 810, as applicable. Apply plates to each lam of Cru and position as slowtn above end m 12/05/2017 IILII'� 'llLtf�--' the Joint Details, unless noted otherwise. Refer to drawings 180A-Z forstandardplate positions. / Alpine. a division of ITw Building CompnBC LLtlents Group Inc. shall not be responsible for any deviation from this OREGON 0.0 PSF CA-ENG BFR/GWH drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trdaaea. 'I'A L` TOT.LD. 42.0 PSF SEQN- 117021 • A.«i en this drawing or cover pg.fisting thi.drawing. Indie.tw eo..pr no.of pr.r...lon.i engineering ` LY 14,2p 0 reepbn.mI I Ity.eleiy for the design Shoe,, TO..uitwl I ity ed I.s of this drwnno ren any structure Is she $ DUR.FAC. 1 .15 FROM BB r..pel.i bll icy or thin Building Designer per ANSI/WI 1 S.e.2. V 8351 Rovana Circle ell Tao. Sacramento,CA95828 For more information see thla,tlb a general notes page and these web el tea: SPACING 24.0" .1RFF- 1W(H7175771 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. : 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - DGE ) -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 design. ength tabulated for 2X4 studs of the same grade. See DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind lottom chord checked for 10.00 psf non-concurrent bottom chord live bracing requirements. oad applied 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. 4X5 6 r - ( 6 _ 3-1-3 V 6 0-4-3 U 1 II LJ .., 0-4-3 r, 9-0_0 4 i/1/1///// 1////// ., 2X4(A1) = 2X4(A1) - L‹ 1b >i L‹ 11 I_ 5-6-0 -J- 5-6-0 -J l11-0-0 Over 2 Supports R=284 PLF W=2-8-8 R=284 PLF W=2-8-8 RL=20/-20 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) �,.�'�PROFFS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .tt�) u'/ t C�Q�IEQp OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents ofOregon (503)357-,118 "AARNINGI.. RFan ND FOLLOW ALL Fins ON THIS awlNGl 825 N 4th Ave,Cornelius OR 97113 "I T+s+r" FURNISH THIS OWNING 70 eaxrwlc7aas INCLUDING 71M INSTALLERS. 14 83294PE ,�TC LL 25.0 PSF REF R7175- 2327 Trusses require extremare in fabricating, handling, shipping, installing and bracing. Refer to and followit �r the latest edition of BCSI(Saliding Component Safety Information, by TPI and WTCA) for safety practices prior i 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 shall have bracing Installed per SCSI / M :C DL 7.0 PSF DRW CAUSR7175 17338272 A L1 O`-N i sectioins 83, 87 or 810, as applicable. Apply plates to each race or trussand position as shown above and on 12/05/2017 L J iho Feint Details. unless noted otherwise. Refer to drawings 1A0A-Z for standard plate any deviation BC LL 0.0 PSF CA-ENG RTT/RTT Alpine, a division of 11W Building Components Group Inc. shall not be responsible for any deviation from this OREGON drawing, any failure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY Installation a bracing of trusses. 13_p `SLY�4,2C Y: TOT.LD. 42.0 PSF SEQN- 30334 r seal on this solely or the p.p.bled.alle drawing,llIS I e d tesuse ofisdr of glfe. c yhs toreengineeringit Gv ell Tan o.�� DUR.FAC. 1 .15 FROM BB A seas/ell i1.dr..Ie for cow rdesignpegs I11.81 711.Wl,ty dle 11..acceptance p eof fee.I el ne the a' 8351 RovanaCirCle r.ap n.IsII lty of dl.Wilding Designer per ANBI/WI 7 See.2. 8 Sacramento,CA 95828 For more information see this Job's general rotas page and these web sites: n,.r. - ' .,..... ........ • . - 113..........11211111,1114S1 SPACING 24.0" ARFF- 1W6H7175721 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJG ) -op chord 2x4 HF #2 Special loads lot chord 2x4 HF #2 (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 72 plf at -1.00 to 72 plf at 1.85 20 mph wind, 18.56 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 4 plf at -1.00 to 4 plf at 0.00 lnywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC BC- From 7 plf at 0.00 to 7 plf at 8.00 )L=4.2 psf. BC- 25.53 lb Conc. Load at 2.00 BC- 41.83 lb Conc. Load at 4.00 find loads and reactions based on MWFRS. BC- 114.36 lb Conc. Load at 6.00 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=148 6 1 2 „ 18-11-12 1 1-3-4 wan18-0-0 V 2X4(A1) L 1 ' >1< 1-10-3 6-1-13 >1 (< 8-0-0 Over 3 Supports >I R=186 U=20 W=5.5" R=114 Design Cr i t: I RC2012/TPI-2007(STD) ��PRdfiFs 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .!j�1 s'/ Lt r QV OR/-/1/-/-/R/- Scale =.5"/Ft. ComonenIs of Oregon (503)357-2118 ';w►w+INcl" nolo No FOLLOW ALL Notes CW THIS OWNING! fir REF 87175— 2328 825 N 4th Ave,Cornelius OR 971l3 "l T FURNISH THIS BwiING To CONTRACTORS INCUAING THE INSTALLERS. \ITC LL 25.0 PSFTrusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to aryl followthe latest edition of SCSIi THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJ1 ) 'op chord 2x4 HF #2 120 mph wind, 19.06 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. leflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 R=131 U=13 (!) 19-11-12 61 2-3-4 PPM 18-0-0 2X4(A1) 1 1 ' 3-10-3 I< 4-1-13 1 k8-0-0 Over 3 Supports I R=286 W=5.5" R=113 RL=48 Design Crit: I RC2012/TPI—2007(STD) ,'�`9�PRIp�r�S 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' 0 `�/ d 8V EA Q OR/—/1/—/—/R/— Scale =.5"/Ft. vssComponents ofOregon (503)357-2118 a�WARNINGIee READ AND FOLLOW ALL NOTES ON THIS OWING! Z TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 ..HEORTANre• FURNISH THIS ORANING TO ALL CONTRACTORS INCLUDING THE INSTAuens. j(r 83294pE 9 REF R7175— 2329 Trusses require extreme care in fabricating, handling, shipping. Installing and bracing. Refer to and follow ,...4/ latestthe edition of SCSI (Building Component safety Information, by TPI and RICA) for Safety practices prior DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per GCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached _ 1 T. rigid ceiling. Locations show„for permanent lateral restraint of webs shall have bracing installed per SCSI :C DL 7.0 PSF DRW CAUSR7175 17338281 sections 63, 87 or B10. as applicable. Apply plates to each face of truss and position as shown above and on 12/05/2017 �r�:� ' V ��,— (� ' the Joint Details, unless noted otherwise. Refer to drawings,Soo BC LL-z for standard plate positions.Alpines a division of ITA Building Components Group Inc. shell not be responsible far any deviation from this OREGON 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 ITW COMPANY Installation A bracing of trusses. •g� ei a TOT.LD. 42.0 PSF SEQN— 30385 A...I an this drawing or rover pap.listing this drawing, Indiceta.Imminence of of a.i.n.lengineering (/s tY 14.40 y.wI.Iy fee the design responsibiIie Rh.r pe NSI iPIe.blIIcy abs...of tide drawing ter aro structure is the • DUR.FAC. 1 .15 FROM BB 8351 RovanaCircle responsibility of the Building D.1lprr per ANSI/TPI ,S.d.2. sell Tar Sacramento,CA 95818 For more information see this fob's general notes page and these web sites: norec. .._.._. . ._ __-. n _ ,__.--_-._-. os..e......Ia,ge,)nm SPACING 24.0" JRFF- 1W6H7175721 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJ2 ) 'op chord 2x4 HF #2 120 mph wind, 19.56 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. 0 20-11-12 I R=188 U=27 61 3-3-4 i c.t IILIMINI J' 18-0-0 SNMEell 2X4(A1) L 1 ' >l< 5-10-3 >< 2-1-13-- J 8-0-0 Over 3 Supports >) R=362 W=5.5" RL=69 R=120 Design Crit: IRC2012/TPI-2007(STD) SGL PROF S LT TYP. Wave FT/RT=296(0%)/4(0) 16.01 .,Acre x ,�,'4'. OR/-/1/-/-/R/- Scale =.5"/Ft. loss Components of Oregon (503)357-2118 "'WARNING!•• REDID AND RUM Au NOTES ON THIS AUrING1 25.0 PSF 825 N 4th Ave,Gemellus OR 97113 ••IIPORTANT•• FURNISH THIS DRAINING m ALL CONTRACTORS INCLUDING THE INSTALLERS. 1i, $3294PE ( TC LLREF R7175- 2330 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow `VIW the latest edition of BOSI (Building Component Safety Information, by TPI and RICA) for safety practices prior +• : • - DL 10.0 PSF DATE 12/04/17 o performing these functions. Installersshallprovide temporary bracing per BCS1. Unless noted otherwise, ,004116% 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(SCSI BC DL 7.0 PSF DRW CAUSR7175 17338278 ��O\�INsections 83, B7 or 810, as applicable. Apply plates to each face of trussand position as shown above end on 12/05/2017 AJ the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plata positions. /1 BC LL Alpine, a division of RTW Building Components Group Inc, shall not be responsible for any deviation from this OREGON 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 stallation 111 bracing of trusses vii- .p TOT.LD. 42.0 PSF SEQN- 30386 A... 1 on this droving or cover p.ge listing this dr..11q, Indibwt a.oseptenee of preAovion.l engineering G 41/LY 14,20 V- Mpwrlblllty.el.ty for the design shown. The suitability end e.s of this drawing for any structure Is the DUR.FAC. 1 .15 FROM BB 8351 RovanaCircle responsibility of the Building Designer per ANSI/TPI 1 See.2. ' eI Tan.. Sae7elnea(0,CA95828 For more information see this Job's general notes page and these web sites, .,n,.,... .. • . ._ ,,,,. .,r.... ..lees.. . . _ _ SPACING 24.0" 1RFF- 1WRH7175721 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - A ) "op chord 2x4 HF #2 120 mph wind, 20.10 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 ri 64-4-3 WI_jjllillIllIllIllIllIllillIllIllIllIllIll.IIIMIIIMIIml■ I I 18-0-0 d INSZEM 1 .5X4[9] Ill 2X4(A1) 7-9-4 '1'1'12 8-0-0 Over 2 Supports R=431 W=5.5" R=336 U=33 RL=93/-22 Design Crit: IRC2012/TP1-2007(STD) ��E�PRoi 'LT TYP. Wave FT/RT=2% 0% /4 0 16.01 .'1 S'/ it ( ) ( ) de., OR/-/1/-/-/R/- Scale =.5 /Ft. -ussComponents ofOregon (503)357-2118 ”WARN� INGI'w READ MD FOLLOW ALL NOTES ON THIS ORMINOI 825 N 4th Ave,Cornelius OR 97113 "IMPORTANT' dims'THis ORAW'No TO ALL CORTRACToRs incLUO1HB TME insTALLERs, ri, 832941 4PE Z! TC LL 25.0 PSF REF R7175- 2331 Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow e the latest edition of BCSI(Building Component Safety Information, by TPI and ATCA) for safety practices prior /' -- DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, dilah Cop chord shall have properly attached structural sheathing and bottom chard shall have a properly attached BC DL 7.D PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI DRW CAUSR7175 17338266 �1 `� i sections 03. 07 or 810. as applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 ' I t:.:-.--..::::::...7:77,:::77.7::7:7-..::':: ea Joint Details, unless noted otherwise. Refer to tlrawings,BOA_Z for staMertl plate poslYlore. BC LL 0.0 PSF CA-ENG BFR/RTT Alpi re, a tli vi Sion of ITW Builtling Components Group Inc. shell not be responsible for a y tlavietion from this OREGON drawing, anyfailure to build the truss in conformance with ANSI/TPI 1. or for handling, shipping, AN ITWCOMPANY installation A bracing of trusses. .0 "ti 0a C TOT.LD. 42.0 PSF SEAN- 30387 s A.eel on this drawing oo ing Sr cover pew listing this drawing, indio. .. .pnnT w of prof ian.' engineering 4 LY 14,2G v7 8351 Rovana Circle responsibility responsibility solely estie Buildifbr inng design om.'Designer per MaI.1suitability 1 1 Sec 2."'"""of mis clewing for.,ry,.tfuetnre i.the *sell Tail t‘ DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Information see this Job's general notes page and these web sites: l — ., m.. ....__ . __-. ., SPACING N( 24 �" )REF 1W6H71757?1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - AG ) 'op chord 2x4 HF #2 Special loads lot chord 2x6 DF-L SS (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 HF Std/Stud TC- From 72 plf at 0.00 to 72 plf at 8.00 BC- From 7 plf at 0.00 to 7 plf at 8.00 20 mph wind, 20.35 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- 816.86 lb Conc. Load at 0.56, 2.56, 4.56, 6.56 Inywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 Isf. Wind loads and reactions based on MWFRS. lottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. oad applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase IT PLATE LATERAL CHORD factor for dead load is 1.50. to SIZE SHIFT BITE 5] W4X8 S 4.25 : 6] W4X8 S 1.25 :10] W4X5 2.00 R 2.00 1 .5X4 III I � d 6 4X8[6] 4-4-3 ,� I 111111111 18-0-0 y 4X8[5] III 4X5[10] 4X5(A1) 4-0-0 3-10-4 1"12 4-0-0 4-0-0 Fc 8-0-0 Over 2 Supports R=2169 U=105 W=5.5" R=1733 U=88 Design Crit: I RC2012/TPI—2007(STD) 02' PROfi�S 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 ., 4O d�lF�n S'i0 OR/—/1/—/—/R/— Scale =.5"/Ft. vssComponents ofOregon (503)357-*118 eeWARNINGIee READ AND FOU-OR ALL NDTES ON THIS BRMINDI 0 V r 1. TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 nalWgRTANrea F'an's"THIS MARINO To ALL ornviims IneUdINB THE INSTALLERS. 4/ 83294PE y REF R7175- 2332 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and fellow (rDATE 12/04/17 the latest edition of SCSI (Building Component Safety Information, by TPI and WITH) for safety practices prior �~ DL 10.0 PSF to performing these functions. Installers shall provide temporary bracing per Unless noted otherwise, top chord shell have properly attached bottom Chord shall e, ched structural sheathingngand have a properly attached BC DL 7.0 PSF rigid tei i ing, Locations shown for permanent lateral restraint of webs shall have bracing Installed per Bcsl ^' /�1 DRW CAUSR7175 17338270 - sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on 1 2 05/2017 the joint Getai Is. unless noted otherwise. Refer to drawings 180A-2 for standard plate positions. BC LL 0.0 PSF CA—ENG BFR/RTT �1 I 1 N Alpine, a division of ITW Building Components Group Inc, shell not be responsible for any deviation from this OREGON awing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY drawing, any .bracing of trusses. 3 �f.Y 14,20 TOT.LD. 42.0 PSF SEQN— 30398 m A seal on this*swing or sewer page listing this drawing, Indicates smspt.dr Sr prafeesisml engineering responsibility solely for the design sheen. The suitability and um*of this drawing Ter any structure is the 8351 RovanaCircle reepm,slhll Ity or the Building Designer per ANSI/TPI T S.e.2. S$e�j Tran DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this jobs general notes pa and woe Fab sites: SPACING 24.0" )REF- 1W(1H7175721 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - SJ1 ) op chord 2x4 HF #2 120 mph wind, 18.56 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. reflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 6 1 R=36 U=6 118-11-12 / 1-3-4 -'0- - ®. 18-0-0 2X4(A1) = R=25 L 1 ' '1.< -1-10-3--->....2,9 1-11-4 Over 3 Supports c R=193 U=4 W=5.5" RL=27 Design Crit: I RC2012/TPI—2007(STD) çøp PRop 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .V v 04 `s'', OR/—/1/—/—/R/— Scale =.5"/Ft. 825N4thAve,vss sofOregon (503)357-2118 eeWARAI RNI H REAHIS AND NG ON NOTES a rills INCLUDING DINNING, '� 83294PElla TC LL 25.0 PSF R7 — 2333 825 N 4th Ave,Cornelius OR 97113 "I1pBrtrlum• FURNISH THIS DRAWING rD w CONTRACTORS Il/filAlhg TME INSTALLERS. REF 175 Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and follow " / the latest edition of SCSI (Building Component Safety Information, by TPI and WICA) for safety practices prior .s' - DL 10.0 PSF DATE 12/04/17 to Performing these functions. Installers shall provide temporary bracing per 8051. Unless noted otherwise, op hord shall have properly attached structural sheathing and bottom chord shall have a properly attached tached BC DL 7.0 PSF rigid ceiling. Locations show,,for permanent lateral restraint of webs shall have bracing installed per Bcs1 12/05/2017 DRW CAUSR7175 17338265 A rl `[I N he Joinions 83, B7 or 810, as otedoeble. Apply places to each face of truss sod position as shown above and on O the Joint Gatoil,. unless noted otherwise. Refer to drawing,,BGA_Z for standard plate positions. 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 awi , any failure to build the y�� AN ITWCOMPANY inngtruss in conformance with ANSI/TPI 1, or for handling, shippininstallationseliatipn bracing of trusses. .r �, = TOT.LD. 42.0 PSF SEQN— 30391 s A...l on this dressing or cover p.P listing als drawing, indicat......pt noe of prof..,Son.l engineering Lj LY 14,24 ite 8351 Rovana Circle responsibility solely 8Buil. .',ons Ai I.WIt.. .2.1,. r....t~i..r..lro..r any structure I.the SseN Tar DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Jobs general notes pa and thea' ab sites: SPACING 24.C)" JRFF- 1W61-17175721 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - SJ2 ) 'op chord 2x4 HF #2 120 mph wind, 19.06 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=106 U=17 6 1 0 �, 19-11-12 2-3-4 —I, 4_18-0-0 r 062.02 R=42 U=3 2X4(A1) 1 ' 1< 1-11-4 -2-0-7 1 I.E3 Over 3 Supports R=234 U=1 W=5.5" RL=48 Design Crit: IRC2012/TPI-2007(STD) 400 PROscv LT TYP. Wave FT/RT=2°6(096)/4(0) 16.01 .F,4, I,4/ ,. % OR/-/1/-/-/R/- Scale =.5"/Ft. 825 N4 4th Ave, oforegon (503)357-1118 • WAR FURNISH READ un Four.ALL NOTES a THIS INCLUDING (? 4, ' p TC LL 25.0 PSF REF R7175- 2334 825 N 4th Ave,Cornelius OR 97113 "IT Fua,su,RIs BI,IIING To ALL ca„w1c7oRs II/CLBDII/D THE INSTALLERS. jV 83294PE Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow /V the latest edition of BCSI (Building Component Safety Information, by TPI and NTCA) for safety practices prior �G ,..—', .. - DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per sm. Unless noted otherwise, top chord shall have properly attecbed structural sheathing and bottom chord shall have a properly attache rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCS BC DL 7.0 PSF DRW CAUSR7175 17338264 rn • 11 L�J`� sections 83. B7 or 810. as applicable. Apply plates to each face of truss and position as shown Above and m the Joint Details, unless noted otherwise. Rarer to drawings 1130A-Z for standard plate positions. 12/05/2017 II Alpine, a division of ITtl Building Components Group Inc. shall not be responsible For any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, anyfailure Co build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. A y_ C TOT.LD. 42.0 PSF • A.eel .n this arming,or cover p.g,.listing this drooping, Indicates tes.eo.pt.ror professions, .,Ig,,n.erin 4 41/LY 14,20 m SEAN- 30392 r.po sibi i ity..I.,y for the assign.Inwn, The suitabi l ity and 1.100 « .e of tile drari.p for a structure is the FROM BB 8351 Rovana Circle rmn then pah.ibicy er r e, aing,Designer per ANSI/IPI 1 s.e.2. sse«Tar•_t DUR.FAC. 1 .15 Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: __.__.__._ SPACING 7d.0" AIIIIue. ........_.-,__,_... n,. .._..- `NT'''. - - 1RFF- 1WFiH7175771 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - SJ3 ) "op chord 2x4 HF #2 120 mph wind, 19.56 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. leflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=165 U=27 1 6 I 4 20-11-12 -3-4 1ell +18-0-0 iii 2X4(A1) = R=116 U=17 Lc 1 ' 1-11-4 >I< 4-0-7 >1 k 5-10-3 Over 3 Supports R=246 W=5.5" RL=69 Design Crit: IRC2012/TPI-2007(STD) 103 PROP, LT TYP. Wave FT/RT=2%(0% /4 0) 16.01 .', S ....i .:f�c Al1►. _ � OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents ofOregon (503)357-2118 • FOLLOWWARNINGI•• aero AFOLLOW ALL NOTES ON THIS DRAWING! (? 4G TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 "iTFDRTANT. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 83294PElia REF R7175— 2335 _ Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of 8CS1 (Building Component Safety Information, by TPI and RICA) for safety practices prior ,p.m" DL 10.0 PSF DATE 12/04/17 to performing these functions. t Installers ushall provide temporary bracing per SCSI. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shell have a properly attached fa rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per acs BC DL 7.0 PSF DRW CAUSR7175 17338282 is 1^`� 1 sections 83. 87 or 610, as applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 BC Ii L' J I the Joint Details, unless noted otherwise. Refer to drawings 180Aa for standard plate positions. 1L J L LL le-� Alpine. a division of ITR Building Components Group int. shell not be responsible for any deviation frog this OREGON 0.0 PSF CA-ENG BFR/RTT drawing, any failure to Wild the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITWCOMPANY installation.orating of trusses. a}3 01, d, 1"'r TOT.LD. 42.0 PSF SEQN- 30393 L Ar seal this lty w�ing or or cover poP listing this drawing. Indicates acceptance or prohriwrl engineering 4 LY 14,20 0 Y ,Ig mown. TAa suit/Willey and n.o of this dh.Rihlg Per ably atruenrs Is the ssgll Tar DUR.FAC. 1 .15 FROM BB 8351 ROvaila Circle r.pm, 1811 lty of the Building Designer par ASI/TPI 1 Sst,2. f Sacramento,CA 95828 For more information see this Job's general notes page and these web sites: a,.K. ...... ---. ._.-_.__._ SPACING 24.0" TREE- 1W6H71757?1 Gable Stud Reinforcement Detail ASCE 7-10: 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1.00 Or, 100 Mph Wind Speed, 30' 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 (l) 1x4 'L' Brace w (1) 2x4 'L" Brace • IC2) 2x4 'L' Brace ■w (1) 2x6 'L' Brace ■ (7) 2.6 '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 A' Spruce-Pine-Fir Hen-Fir #1 / #2 #3 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0° 14' 0' ql i #2 Standard 52 Stud U 4' 4' 7' 2" ( 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0` 14' 0' 14' 0' L4' 0' 43 Stud #3 Standard _ i Stud 4' 4' 7' 2' 7' 7' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' - 0 I Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9° 10' 10' 11' 4' 12' 10' 13' 9' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pine••• #1 4' 10' 7' 11' B' 2' 9' 4' 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0' MMINE= 43 J J a S P #2 4' 7' 7' 10° 8' 1' 9' 3' 9' 7' stud Stud 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' Standard Standard 71- 1_ 143 4' 6' 6' 6' 6' 11' 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' n D _ 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 Bi JC — #1 / #2 5' 3' 8' 11° 9' 3' 10' 7' ( 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir d J #3 5' 0' 8' 10' 9' 3' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0" 14' 0' 14' 0' 14' 0' qt ti Btr U - Stud 5' 0' 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' q 1 D O Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Dou.los Fir-Larch Southern Pineeee #1 5' 6° 9' 1" 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0" 14' 0° MMIMMEal > S #2 5' 3' 8' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0° 14' 0' _ 52 #e r_� #3 L' 1' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0" 14' 0°_ 1x4 Braces shall be ORB (Stress Rated Board). D- Stud 5' 0' 7' 11' 8' 5' 10' 6° 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' :**F or Ix4 So, pine use only Industrial 55 or _ Standard 5' 0' 7' 00 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 7 c #1 / #2 5' 9' 9' 10° 10' 2' 11' 7' 12' 1' 12' 7' 14' 0' 1 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. S- #3 5' 6' 9' 8' '0' 1° 11' 6' 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes - _ 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' 13' 8' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' provide uplift connections For 70 plf over 17) #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 C5 psf TC Dead Load. 5 #2 5' 9' 9' 10' 't L0' 2' 11' 7' 1 12' 1` 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports load from 4. 0' outlaokers L _ #3 5' 8• 9' 2' I 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, Stud 5' 8' 9' 2" 9' 9° 11' 6" 12' 0' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 4' 0' Standard 5' 6' 8' 1' 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' I SynnAttach 'L" braces with 100 (0.128'x3.0' min.) nails. About ,Gable Truss I I 0 ino 18'1 end zones) 'L' e and space' o nails, between zones. ik )anal brace option, E■/ ?IE*For (2) 'L' braces: space nails at 3' o.c. tical length nay be ■ j T- T 0 in 18' end zones and 6' o.c. between zones. ibled when diagonal ce is used, Connect 18" 'L' bracing rust be a minimum of BC% of web )onal brace for 3854 _ ' Q member length. - each end. Max web ,lam Brace Gable Vertical Plate Sizes al length is 14'. / I L------------____ **E Vertical Length No Splice I // 2x4 DF-L #2 or II Less than 4' 0' 144 or 2x31 // better diagonal i T 111111=d1 Scooter than 4' 0', but Vertical length shown / brace; single 181" less than 11' 6' cX4 in table above, or double cut 40 Greater than ll' 6' 3% �45' kgs shown) at © + Refer to cannon truss design for upper end. 1 1� ■ ■M J-- 1�L 1J 0 � ■ ■p P�■ ry Peak, splice, and heel plates. PP I J f / / / / /ontinuous Benrin ,.p`Q Connect diagonal at g '` / �.. / Refer to the Building Designer for conditions V not addressed by this detail tdpont of vertical web. \D( Refer to chart above For rt.,,.a.• N ■•VURNISHI•■ READ AND OWAL ACL TRACS RS THIS DING THI �Ui / _ " REE ASCE-10-GAB12C�30 ••IMPORTANT.■ FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. V 83294PE Trusses require extreme care In fabricating, handling, shipping, installing and bracing. Refer to and /1� DATE � r - --'--- ,�, follow the latest edition of BC51 (Building Component Safety lnfornotlon, by TPI and SBCA) for safety li / DA I E 10/01/14 practices prior to performing these Functions. Installers shall provide temporary bracing per SCSI. �`. Unless noted otherwise, top chord shall hove property attached structural sheathing and bottom choralI` LWG 41203GE NC101014 shall have a properly attached rigid ceiling. Locations shown for permanent toteral restraint of webs , 7. ((\A —1 shall have besting Installed per BCSI sections BJ, B7 or B10, as applicable. Apply plates to etch face 12/05/2017 J 1) F ) of tr ss and oosltion os shown above and on the Joint Details, unless noted otherwise. L --, I I I Refertodrawings 160A-) for standard plate positions. OREGON AN ITW COMPANY Alpine, a dl,islon of 1Tv Building Conporents croup Inc. snail not be res eon Bible for any deviation from dra«tag, anv failure to build the tr ss .n conformance with ANSI/Tel . ar fpr handling, shipping, 13 y�4 t(s AX, TOT L D, 60 PS P. 4 installation bracing or trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional2O engineering responsibility solely for the design shown. The suitability and use of this drawing Steen Tar•- 13.'189 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. Earth City,MO 63045 For more Information see this job's general notes page and these web sites: Al.PrNf. www.alnineitw.ram. TPli www.tninst.arni SPCA: www.sbrindustrv,nrni ICE: wwwlresafe.nro Renewal 6/30/2018 MAX, SPACING X4,0' , a 1 0 e D e I . For Le-t—in Verticals Gable Truss Plate Sizes Z74 0 Refer to appropriate Alpine gable detail for minimum plate Sizes for vertical studs. ()Refer to Engineered truss design for peak, P . \ ----„, I splice, web, and heel plates. ®If gable vertical plates overlap, use a 1111 single plate that covers the total area of 5 u ,,„, Cishle : iir ol''''''-• A- the overlapped plates to span the web, ,----- Verticat . \ength • .---...„, Example. 2X4 p ill ' + \ typ, 1 •,' PO • 2X8 il 2X4 ' y `10,, , "'"TReinforcement Attachment Detnii / / "T` Reinforcing •T' II Reinforcing I 1 _ : Member Member '5 5 * a -------------1 0 + Toe-nail Irk ri 6' - Dr - 1111/ A End-nni 111WOP'-1 , ,---°' '4.... _6 To convert from 'V to IT' r 6r-1f-or-dna members, multiply "T" increase by length (based on for uplift specified on the engineered truss design, appropriate Alpine gable detail). Attach each 'T' reinforcing member with Maximum allowable 'T' reinforced gable vertical 1 End Driven Nails. 1 10d Common (0.148x 3,°,min) Nails at 4' o.c. plus length is 14' from top to bottom chord, 1 (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, specie, and grade of the 'V reinforcing member. Rigid 'Sheathing Toenalled Nails: 10d Common (0.14 8'x3",min) Toenails at 4' o.c. plus Web Length Increase w/ "1° Brace 4 Nails 7 wino4d:stto4CoaEle3don.1a5itos511:14t,he top and bottom chords. A This detail to be used with the appropriate Alpine gable detail for ASCE 7-05 Gable Detail Drawings A12015051014, 411015051014, 410015051014, 414015051014, Al 1303005 A 2030051014, A11030051014, A10030051014, A14030051014 P 1.-o v i dAeS AACA[iiiiE818500733iconnections 1 014, length, Example, ASCE 7-10 wi'MrTI:dr'ReSiirZFe' I Mean Roof Height '7' Brace Increase Increase (From Above) = 30% = 1.30 Length = 8' 7' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' Worcing g h227:xp647,e 6:0,F1t2,2300 Kzt mph= ember Gable Nails1,00 Spaced At " Gable Vertical = 24 o.c. SF' #3 Truss 4' 00. See e e 1 5 550appropriateElEEE0NNNNCccollia0000111000:Alpineeii4444,,,,DetailAgAA1:22220000:a1,313550DoEEEdrENNNeaNCcotwol iic,E 10:00i 1 ii:0000511:144:4,:.,,,,AAAA1m21244,000:00131:3:0EauFEEINN:cpplii:0011,10010:1414:4,:f, gableA:AA1:2626:0000e10351:50EopENNECEopl.01 1001 vertical011010010141144,4: OT" Reinforcing Member Size = 2x4 A4 Nails ri H A A MECNI 1.7%1 Ceiling oo PRop, .s ' ,,,sk, --. vtGiP4ek. o wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING] 0 4 li/ 11'1 REF LET-IN VERT wwIHPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,111 83294PE 7 Trusses require extreme care in Fabricating, handling, shipping, installing end bracing. Refer to and &C 0.10,/- follow the latest edition of BCSI <Building Component Safety Information, by TPI and 50501 for safety DATE. 10/01/14 7 -i,\ practices prior to performing these functions. Installers shall provide temporary bracing per BCS1. , Unless noted otherwise, too chord shall have properly attached structural sheathing and bottom chor. DR\/ GBLLETIN1014 shalt hove o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 12/05/2017 ,--- i shalt have bracing installed per 0051 sections 03, 07 or 1310, as applicable. Apply plates to each face I — 11 of truss and position as shown above and on the Joint Details, unless noted otherwise. WON LI I RPfen to drawings 160A-Z for standard plate positions. t Alpine, a division of 1710 Building Components Group Inc. shall not be responsible for any deviation from 13 LV ,. is in AN ITW COMPANY thdrawg, soy f aii,v^e to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, (e ga14,10%v ilb MAX, TOT, LI 60 PSF t. installation 11, bracing of trusse A seal on this drawing or cover page listing this drawing,indicates acceptance of professional 019ell Tao..' engineering responsibility solely for -the design shown. The suitability and use of this drawing DUP. EAC, ANY for any structure is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. 13389 Lakefront Drive o.....--1 atantonia ... -- -- - --- - - - - .. ASCE 7- 10: 120 mph, 30' Mean -eight, Closed, Exposure C Common Residjential Cable End Wind Bracing Requirements - Stiffeners 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, 30f t: Mean Hgt, ASCE 7-10, Part Enclosed, Exp C, H Greater than 4'6" to 7'6" H length (zt = 1,00, Wind IC 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 __ateral chord bracing requirements refer to DRWG A12030ENC101014), opi Continuous roof sheathing Sot: Continuous ceiling diaphragm H Greater thou 7'6" to 12'0" max provide a 2x6 stif(back at mid-height and brace c'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), Dn this detail. X Optional 2x L--reinforcement attached Jails: 10d box or gun (0,128"x3",min) nails. to stif fback with 106 box or gun (0128" x 3", min,) nails 2 6" o.c. I 1 a i _ 1 - ►,, ' 2X4 Blocking / railed to AtiipAiolti , xt-'5" sheathing and 11111.-- 24• MPP mill y each truss (TVP' 111 /7 - • 1 H k --- .. N _ 1 — 2X4 DE-L #2 H/2 or better II diagonal brace, _ /// \ Attach each end X for 560#, __ f jf �� ontinuous Bearing // / // / / L 2x6 #2 Stiffback attached to each ��EO Pep w/ C4, lOd box or gun (0:123` X 3", ming nails, C?� �ac,INF� 4i •wVURNINGIw• READ AND FOLLOW ALL NOTES ON THIS DRAWING! /•. �/ 83 PE REF �]E WHALED •wIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. wV Orusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and�� /_ DATE 10/01/14 follow the latest edition of BCSI (Building Component Safety Information, by TO 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 chord DR\,,/G G A B R S T 1 01 0 1 4 a---'�� .,, shell have a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs 12/05/2017 7 shall hove bracing installed per BCSI sections B3, B7 or BIB, as applicobie. Apply plates to each face 'I of tr ss and position as shown aap e and on the pint Details, mess n°tea o herwise. OREGON -' r Refer to drawings 160A-Z for =tae dard plate positions. /,J�5/17 �p AN ITW COMPANY Alpine, a division of 1TV Building Components Group loc. shall not be responsible for any deviation from e this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for hatching, shipping, LY 14,`0 t. installation a bracing of trusseIS i MAX, T❑T, LD, 60 PSE A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 3 I• I Ta ll engineering responsibility solely for the design shown. The suitability and use of this drawing 13389 Lakefront Drive for any structure is the responsibility of the Building Designer per ANSI/TPI I Sect. Reno,rol alanf2MR . .. ., -- . -_..- � i R Reims � or- c ' 7-ig ve � EOe � SL, k� 5. „ U , ' oma T-Reinforcement 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_-Reinforcement: or einforcement method is desired. L-Reinf. Apply to either side of' web narrow face. Air- Attach with 10d (0,128'x3,0",rain) nails at 6" c.c. Reinforcing member is lir 10 t e S: a minimum 80% of web member length. le z \� his detail is only applicable for changing the specified CLR down on single ply sealed designs to T-reinforcement or \ /� -reinforecement or scab reinforcement. // tternative reinforcement specified in chart below may be conservative, �' NMI or minimum alternative reinforcement, re-run design with appropriate NMI einforcement type. Ai T-Reinf. L-Reinf. a'eb Member Specified CLR Alternative Reinforecement scab Reinorcernent 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. IN Attach with 10d (0.128"x3.0",min) nails �z 2x6 1 row 2x4 1-2x6 at 6" o,c. Reinforcing member is a • 2x6 2 rows 2x6 2-2x4(E) minimum 80`5 of web member length. • I 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6U0E) • 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. *E) Center scab on wide face of web, Apply (1) scab to each face of web, n 40-9 PROp�Ss dp �.�G I N q.� ..0 9,,_ wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! W9 C L L P ' wwINPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. li 83294PE S r REE CLR R S iA b S t. Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and uTT�� DATE , � follow the latest edition of BCSI (Building Component Safety Information, by TPI and SBCA) far safety '- C L PSE ATE 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 �� small hove o properly attached rigid telling. Loc¢tlons shown for permanent lateral restraint of webs 12/05/2017 cC DL PSE DRWG BRCLBSUB1014 shalt hove bracing installed per BCSI sections B3, B7 or BID, as applicable. Apply plates to each face 7 I OREGON :C LL PS F rC of truss and position ns shown above and on the Joint Details, unless noted otherwise."L � _ N` Refer to drawings 1600-Z for standard plate positions. AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from 1y ' 1 ,2• dda �ffffC� TEl T, Ln, PUE this drawing, any failure to build the truss in conform¢nce with ANSI/TPI 1, or for handling, shipping, TEl JJ L. installation n 8. radof oruse elf Tan' seal A on this drawing or cover page listing this drawing,indicates acceptance of professional s engineering responsibility solely for the design shown. The suitability and use of this drawing CUR, FAC, for any structure Is the responsibility of the Building Designer per- ANSI/TPI I Sec.2. 13389 Lakefront DriveRenewal 8/30/2018 __ . __.._ Gable Stud Reinforcement Detail ASCE 7-10. 120 mph Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = LOC Cr' 100 mph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 Cr' 100 mph Wind Speed, 15' Mean Height, Enclosed, Exposure D, kzt = 1.00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 'L' Brace * (2) 2x4 'L' Brace *0( C1) 2x6 'L' Brace w (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 A Hi / #2 4' 10' 8' 2' 8' 6' 9' 8' r 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' Spruce-Pine-Fir Hen-Fir nl / 12 Standard #2 Stud _ U S #3 4' 7' 9' 8' 3° 9' 7' 9' 11' 11' 5' 10' 14' 0' 14' 0' 14' D' l4' 0' #3 Stud 03 IStandord _ 3-r r Stud 4' 7' 7' 8' 8' 2' 9' 7' 1 9' 11' 11' 5' 11' 10' ' 14' 0' 14' 0' 14' 0' 14' Cl' - 0 r Standard 4' 7' 6' 7° 7' 0' 8' 10' ' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pineexx 0 #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' 13 13 J a S P #2 4' 10' 8' 2' 8' 6" 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0' ® Stud - Standard Stondord I N4 14°3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5° 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' (U P r _ Stud 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7° 6' 2° 6' 7° 8' 2" 8' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B J41 / #2 5' 6' 9' 5' I 9' 9' 11' 1' 11' 6" 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir S P #3 _I 5' 3' 9' 3' 9' 9' 10' 11' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' nL a Btr U _= Stud II 5' 3' 9' 3' I 9' 7' 10' 11' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' -- 01 -- O S__t_a oda rd 5' 3' B' 1' 8' 7' 10' 10' 11' 4° 13' 0' 13' 7' L4` 0' 14' 0' 14' 0' 4' 0' Dou.lns Fir-Larch Southern Pine". 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4" 13' 10' l4' 0' 14' 0' 14' D' 14' 0' ® tI > S P #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' #2 _, 02 D #3 5' 5' 8' 6' 9' 1' 11' 0' 11' 5' 13' 1' 13' 8° I 14' 0° 14' 0' 04' 0° 14' 0` x4 Braces shall be SPO (Stress-Rated Booed), U - _ Stud 5' 5' 8' 6' 9' 1_ 11' 0' ( 11' 5' 13' 1' 13' 8' 14' 0' 14' 0° L4' 0' 14' 0' ..For 1o4 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 S 41 / #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0'_ 14' 0' values noy be used with these grades. } _ P #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' ___ Goble Truss Detail Notes: 11 U - 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 L/240, U Standard 5' 9' 9' 4' 9' 11' 12' 0' I 12' 6' 14' 0' 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' Provide upliFt connections For 35 plF over- ( ver ( _ #1 6' 4' 10' 6' 10' 10' 12' 4° 12' 10' 14' 0' 14' 0' _14' 0' 14' 0' L4' 0' 14' 0° continuous bearing '5 psF TC Dead Load), \ #2 6' 1' 10' 4' 10' 8' 12' 2' 12' 8° 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' J � `�� Gable end supports load from 4' 0' outicokers #3 5' 11' 9' 10' 10' 6' 12' 12' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood averhong, - D - Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' Standard 5' 9' 8' 8° 9' 3' 11' 7' 12' 5' 1Y 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Synn U. Attach 'L` braces with ltd (0.128'x3.0' min) nails. Aboutli_ - able Truss © ?M For (1, 'L' brace: space nails at 2' o,c. in 18' end zones and 4' ac. between zones. 3onol brace option. �i T **For (2) 'L' braces: spore nails at 3' o.c, in 18' end zones and 6' o.c. between zones. tical length may be /� 401°1.—.FI co (bled when diagonal 18' X f 'L' brocing must be o minimum of 807, of web .ce is used, Connect © member length, tonal brace For 3351 'L' L I each end. Max web v 1/ Goble Vertical Plate Sizes al length is 14' Bra�ce � I g �/ )#X Vertical Length No Splice / 2x4 De Fr 12 or — ! 1 Less than 4' 0' 144 or 243 / better dingonal Greater than 4' 0', but 2X4 Vertical length shown ( / orbr double i 18° I � less than 11' 6' in table above. cut Q © IiL Greater than ll' 6' 30 ° Cas shown) at _ f c Refer to common trussp a design for upper end. 0 - I 0 —0 .rt:—:—■. 1 • w __ peok, splice, and heel s, I �, / / ii� ntinuous Bearing/U�`'P' O / Connect diagonal nt G_ .p Rete to the Budding Designer For conditions midpoint of vertical web, �I ' Refer to chart above for rl. -4t1. Qller.ryc •�C:`.th, not addressed by this detail. w•VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! a V4 11rEF� Z REF ASCE7-10-GAB12015 •wIHPOR7ANT.■ FURNISH THIS GRAVING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. �� Trusses require extreme core In Fabricating, handling, shipping, installing and bracing. Refer to an83294PE .DATE 1��1//14 follow the latest edition of BCSI (Building Component Safety Information, by TPI and SPCA) For safety It practices prior to performing these functions. Installers shall provide temporary bracing per SCSI, '_ Unless nr /� r� noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord DRWG 412015ENl..101014 L%' shalt have a properly attached rigid ceiling. Locations shown For permanent lateral restraint of webs -L- - shall have brocing installed per SCSI sections 03, 07 or BIT, as applicable. Apply plates to each face n I,) ISI E of truss and position as shown above and on the Joint Details, unless noted otherwise, 12/05/2017 _r—1 Refer to drawings 1604-Z For standard pinto positions. //''��pQ��////�� '` AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shod not be responsible for any deviation Fron /A2}.e7�N this drawing, any Failure to build the truss in conformance with ANSI/TPI I, or for handling, shipping, �UJ,�7�� 1 0 MAX. TOT, LD, 50 PSF installation 4 brocing of trusses. op A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional 4 SLY 14,2a engineering responsibility solely for the design shown. The suitability and use of this drawing S e'+Tar 13,'i99 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI I Sec,2. A7 Earth City,MO 63045 Fon more information see this job's general notes page and these web sites' r� r 41.PINF' www.nlnlneitw.cam: TPI: ww..toinst.nrn: SRf.A: www.shrintlustry.nrn: ICF,: wwwarrsnfo,nrn ..___..._..............� MAX, SPACING 24,0