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\\CAC iCS\,-v'-3--i-C\\0°--Q--Q--k, Ck. EC a t1 DEC 13 7«l7 c 'OF TIGARD BUILDING DIVISION 1-,-8.8.. 42' -I- 10' r 2'3" w w w E t __ EJ2 N. 0 a co 2 �I D --M m E-a. AG '8 W c N • 4'6'B .11 J m CO cn m 2 CHV a-- C 1 0 a -- -......._s, 1 - s IA, - .14 CO .ems .® M C133 C6 - 1 ffL ;�T 1" 43'6" I- 10' F 60'8" Customer: PARR FOREST GROVE 0 II 0 Desc. : Riverside Plan 2626 A Ma ADDRESS: master asi _, m 0 z Designed by: BILLY BREESE ,-- Z NJ 0 asa�•u ra•r..._.a.ra 0 UI •• N'P.T�•iritii/... se.vau•VS.i.11llr. RECEIVED Alpine, an ITW Company 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 W6H7175Z2105074219 DEC 13 2017 CITOF T Truss Fabricator: Truss Components of Oregon _�� IGAs Job Identification: 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master 61AI/ f) y Model Code: IRC Truss Criteria: I RC2012/TP I-2007(STD) �EQ PRO�� Engineering Software: Alpine proprietary truss analysis software. Version 16.01. ,stG SS Truss Design Loads: Roof - 42 PSF # 1.15 Duration cP aG N FF ,O Floor - N/A r 83294PE 2� Wind - 120 MPH (ASCE 7-10-Closed) 00.0- Notes: 1. Determination as to the suitability of these truss components for the OREGON structure is the responsibility of the building designer/engineer of 13 `7,tY14,1004 record, as defined in ANSI/TPI 1. sell Tao.2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 RtHa-1 ""'2018 Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by RTT 07:41:40 12-05-2017 Reviewer: JCJ $ $ 12/05/2017 # Ref Description Drawing# Date 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 ,5\/ 9 02325--E 17338274 12/04/17 10 02326--E1 17338275 12/04/17 c2-256V 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--SJ2 17338264 12/04/17 19 02335--SJ3 17338282 12/04/17 I : 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 2 COMPLETE TRUSSES REQUIRED RED l lot chord 2x6 HF #2 � 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;ee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind WebsChord: 1 RRoow @ g4250.C.c )racing requirements. Use equal spacing between rows and stagger nails SPECIAL LOADS in each row to avoid splitting. 4" o.c. spacing of nails perpendicular and parallel to (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) grain required in area over bearings greater than 4" 'C - From 90 PLF at -1.00 to 90 PLF at 0.00 -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. 6X10:7---=' Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 1.50. 3X5 i 3X5 6 r 3X5 01.; 3X5 6 O I4U 111111 �II 9-1-3 I. 0-4-3 1 _ 0-4-3 3X5= 2X4 III + I „ 18-0-0 L = 2X4111 3X5= T 3X10(A5R) 8X8= 4X12(67R) 1--o--O 3X5= 5X5(R) III 1-0-0 i. 6-2-5 9-0-4 _I_ 5-7-13 _l_ 5-7-13 6-11-0 _I_ 5-7-13 -F-3-1-8 'I' _I_ 5-7-13l ,1_ 6-2-5 I. 17-6-0 6-11-0 � 9-0-4 ,I- 17-6-0 J F35-0-0 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. ,O PRopi Design Crit: IRC2012/TPI-2007(STD) O S LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .., •Li 136N S'. OR/-/1/-/-/R/- Scale =.1875"/Ft. -ass Components of Oregon (503)357-2118 ••WARNINGI•• READ AND FOLLOW ALL NOTES ON'MIS DIMING! ��,� 825 N 4th Ave,Comelius OR 97113 ..IT •• FURNISH THIS DRAWING to ALL CONTRACTORS INCLUDING THE INSTALLERS. J/[�j•/ 83294PE ' ViTC LL 25.0 PSF REF R7175- 2317 _ 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 WTCA) for safety practices prior DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, top chord shell nave properly attached structural sheathing and bottom chord shall have a properly attached - rigid tel Locations shown for permanent lateral restraint of webs shall have bracing installed per Bcsi :C DL 7.0 PSF DRW CAUSR7175 17338280 ,4 LPII N sections B3, B7 or 8 10. as applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. Alpine, a division of ITN Building Couponos Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG RTT/RTT drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation II,bracing of trusses. /* `titr 14,2O TOT.LD. 42.0 PSF SEQN- Mal on this aring or ewer page listing this drwieg, Indicates. 4S t� 30325 e'Mpana1w/lIcy moiety Ter the design allewes, The fultW/lit dna of his drawing professions, engineering any structure I.the @11 Tar DUR.FAC. 1 .15 8351 Rovana Circle rMpwMIelllcy of the Building Weidner per ANSI/TPI 1 Sec.2. Sacramento CA 95828 FROM BB + For more information see this Job's general rotes and nese ,,,,h,nr. ...._.._._.__,_..__. m,,. page web sites' Rwoewn'RNatu2niN SPACING 24.0" JRFF- 1WAH7175721 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 1115025--PARR FOREST GROVE —Riverside Plan 2626 A Ma -- master master , OR - C ) "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 design. 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. 5X5= 3X5 3X56 7- 3X5.11,3X5 3X5 1 .5X4 1.5X4 '� W4 )4%4 04%41114pos144%144,,., 9-1-3 6 W3 (a) �a)W ,. IF!I\ " 18-0-0 L 3X5= 5X7= 3X5= 5X5(A2) = 5X5(A2) [1 ,J L1 ,J I` 6-2-5 5-7-13 5-7-13 5-7-13 9-0-4 I` 8-5-12 'I` 8-5-12 -I- J_ 9-0-:-2-5 I_ 17-6-0 J. 17-6-0 J 1 35-0-0 Over 2 Supports { R=1588 U=66 W=5.5" R=1588 U=66 W=5.5" RL=153/-153 ¢E,O PROp Design Crit: IRC2012/TPI-2007(STD) ti S 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 ..' 11 A Q6N F4, sem. OR/-/1/-/-/R/- Scale =.187511/Ft. -ussComponentsofOregon (503)357-2118 ee111ARNMel ee READ NO POLLEN ALL NOTES w THIS OAWINGI ` REF R7175— 2318 825 N 4th Ave,Cornelius OR 97113 **IMPORTANT*. FURNISH/HIS DRARING To ALL avamAcmRS INCLUDING THE INSTALLERS. /,(/ 88294PE TC LL 25.0 PSF Trusses require ditin extremecare in fabricating, Safetyhandling, shipping, installing and bracing. afar to and follow Lk' 0„„,„„-- 4,1 DL 10.0 PSF DATE 12/04/17 the latest edition of BCSI ifa Component Safety Information, by TPI and MCA) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted otherwise, I ochord 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 C�1 7.0 PSF DRW CAUSR7175 17338273 .4 r sections B3, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on 12/05�2017 C DL O the Joint Details, unless noted otherwise. Refer to drawings 160A_Z far standard plate positions. OREGON BC LL 0.0 PSF CA-ENG BFR/RTT Alpine, a division of 1TW Building Components Group Inc. shall not be responsible for any deviation from this drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, e AN ITWCOMPANY installation a bracing of trusses. �LY 14,2041 m TOT.LD. 42.0 PSF SEQN- 30377 Aral on this drawing or the saga.hating this suitability I end ue of tht roa of professional arrr structure uctlri Ylg �s$ li Tar DUR.FAC. 1 .15 FROM BB A sea,etiblllis rlNy Tor tne r p gs listi. flN ad awing, y oda uas of thla ce of lg fr say lengine is the 8351 Rovana Circle reeponalbllity or the Building Designer per ANSI/WI 1 Sed.2. e Sacramento,CA 95828 For more information vee this Jab's general notes page and these web sites: Ranuwrwl R n, nig SPACING N(; 74.�n a,er. ........ ._.__,_...--_. a,. . w„.. __,__. . linen. _.__.. ,___ )RFF- 1W6H7175791 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 - CHV ) '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. find 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 li 3X5 3X5% 1.5X4 111 1.5X4 .• W4 •. 1.5X40 9-1-3 W —i 6 0-4-3 0-4-3 _'_ III .\ 18 0-0 3X7[11] = H0308= 3X7[18] = I 5X5(A2) = 5X5(A2) 1111 11 '1 6-2-5 5-7-13 5-7-13 5-7-13 5-7-13 6-2-5 11-10-3 11-3-11 11-10-3 I_ 17-6-0 _I. 17-6-0 J k35-0-0 Over 2 Supports R=1638 U=66 W=5.5" R=1638 U=66 W=5.5" RL=153/-153 Design Crit: I RC2012/TPI—2007(STD) �E,O PROFS 'LT TYP. 20 Gauge HS,Wave FT/RT=2%(0%)/4(0) 16.01 .1R "..�E.p�`i' d' OR/—/1/—/—/R/— Scale =.1875"/Ft. vss ComponAve,ents o folium (503)357-2118 esWARNINcI•e ago an Naos A.I.NOTES TO THIS DRAWING! (� TC LL 25.0 PSF REF R7175— 2319 825 N 4th AveCornelius OR 97113 •'1T+ '• FINNISH THIS ORATING m ALL cwmAcrwls INCLUDING INSTALLERS. Atb Tresses require extreme re In fabricating, handling, shipping, Installing and bracing. Refer to and fallow 83294PE the latest edition of BCSI (Building Component safety Information, by TP1 and wrCA) far safety practices prior — DL 10.0 PSF DATE 12/04/17 f. 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 PSF rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0DRW CAUSR7175 17338271 A f, P)11 N E sections 83, B7 or 810, as applicable, Apply plates to each face of truss and position as shown above and on 1^�OS/�nJ� IIILIh 1 the paint Details. unless tad otherwise. Refer to drawings,BGA_z for standard plata positions. L V BC LL 0.0 PSF CA—ENG RTTIRTT Alpine, a vision or Ibu Building Components Group Inc. shell not be responsible for any deviation from this OREGON drawing, any failure to build the truss in conformance with AN$I/Tp1 1, or for handling, shipping, AN ITW COMPANY installation•bracing of trusses. TOT.LD. 42.0 PSF SEQN— 84233 ^ on drawing or seller pogo flirting this arwleg, indicates ase.pWlos of professional engineering 4 "L ti4 responsibility solely for the coign sloe.. The Suitability mad p..of this drawing for any.tn,stive.I.the LY 14,1 8351 RovanaCircle r..poerlbliIcy of o,.Building Bwlgl-r per,�I/WI 1 s.e.2. ae11 Tar'• DUR.FAC. 1 .15 FROM BB saclamrnto,CA95s2s Far more information sea this Job's general ,mates page end these web situs: SPACING 24.0" .IRFF- 1W6H7175791 I 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 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 :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 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, :e=1.10, CAT II & Pf=21.17 psf. 5X7(R) III T 1 .5X4 III '�" 1 .5X4111 V� T2 3X5 3X5. -1-3 3X5 ' •• 3X5s s ell 4 8X8= 4 __,L 0000PF _ '"' 18-0-0 5X7ct 5X5(A2) --r 6X8= 1 .5X4 III 1-0-0 5X5(A2) 1-0-0 L. 7-1-12 11-4_I_ 4-5-12 6-2-0 6-10-4 7-3-8 I` 7-3-4 7-3-4 ''T6-3-12 )1` 6-10-4 17-6-0 17-6-0 7-3-8 7-3-4 7-3-4 13-2-0 c 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: IRC2012/TPI-2007(STD) Rico PROp4 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .i` _+!�'I ��'r,S OR/-/1/-/-/R/- Scale =.1875"/Ft. VA vssComponents ofOregon (503)357-2118 m�WARNINGIme READ AND Furor ALL NOTES a THIS DRAWING! TC LL 825 N 4th Ave,Comehus OR 97113 "I�ee,,c RNISH THIS DRAWING TO Ash Aping.CONTRACTORs gDIND THE INSTALLERS. /(9 (G 25.0 PSF REF R7175- 2320 Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow 33294PE the latest edition of SCSI(Building Component Safety Information, by TPI and WTCA) for safety practices prior rpaa" 1 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 BC BC DL 7.0 PSF DRW CAUSR7175 17338277 A LPO N E sections 8D Details, or 810unless as appinoted other Apply pietas to each Pace of for and position as shoot above and m JIJI the Joint Dataiis. unless oleo dtherwiea. Refer to drawings 180A-Z fdr'standard plata positions. 12�05�2017 BC LL Alpine. a division of ITW Building Components Group Inc. shall not be responsible her any deviation tram 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. TOT.LD. 42.0 PSF SEQN- 30378 - A.wi on this drawing or Dover peg.lifting this droving, Indicates acceptance or prora.eisnei engineering �/_ 4143'i4 261f1 0 rwpcslbl I ity solely Tor ph.design.Amen. The seiLwi i lty.w use of Alla drawing for any ftr.methre to the s t DUR.FAC. 1 .15 FROM BB 8351 RGvanaCircle ra.pwolbll ley or the&iilding Designer per ANSI/TPI 1 Sec.2. elf Tan Sacramento,CA 95828 For more information see this Job's general notes page and these web sites, ..n,er. .._..._._, ._... n .,r.... ........ . . _ SPACING 74.n" 1RFF- 1WFiH71757�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 - CGE ) '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 engineer 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 TOTE: If wall top plate is not aligned with ceiling plane, wall along top edge.DO 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 . ;ec. 602.3. Building owner or building design professional shall )e responsible to retain engineer for wall/support bracing design. 5X5= 3X5 3X5 T 6 --16 _ 112 I(a:Mai 9-1-3 • hill I _ Q ,1 4 o n 3 9 : 9 : I © 18-0-0 ± 3X5(A1) = 5X5 3X5(A1) 1.,-0 1-0-0 L— 17-6-0 _I- 17-6-0 -I 35-0-0 Over Continuous Support R=121 PLF U=4 PLF W=35-0-0 RL=4/-4 PLF Jote: All Plates Are 1 .5X4 Except As Shown. Design Crit: I RC2012/TPI-2007(STD) ��tE'0 I?R�fiS 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .ff O S'i �1 E� OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components of Oregon (503)357-2118 **MINIMS!** READ AND FOLLOW ALL MITES 10 THIS DRAWING! C2 4, 25.0 PSF 2321 825 N 4th Ave,Cornelius OR 97113 *.IPORTANT• FURNISH THIS dwINB 10 ALL cermABTBNs INHUMING THE INSTAI.LENB. �Ly�U 83294PE �! TC LL REF R7175- 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 and sTCA) for safety practices prior - - DL 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 Bcsl BC DL 7.0 PSF DRW CAUSR7175 17338279 ri II 1�O\� ections B3, B7 or B10, es applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 A J the joint Details, unless noted otherwise. Refer to drawingRO NJ E 1A-Z fortanddrd 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 BFR/RTT awing, any failure to build the truss In conformance with ANSI/TPI 1. or for handling, shipping, - AN RTW COMR4NY installation,bracing of trusses. 00 CTOT.LD. 42.0 PSF SEQN- 30379 alaia, A i this drawing or cover page listing this drawing, Indicates.ae.pt.nee of professional engineering 4 SLY 14,26 0 responsibility solely for the design ee,, Tn.aeitebiiity and a..ar oris drawing War ave per Is sell Tar`t DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of the Building Designerrpar AIISi/7PI t S.e.2. Sacramento,CA95828 For more information see this jobs general notes page and these web sites: SPACING 24_0" JRFF- 1W6H7175771 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 - BGE ) "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. tabulated for 2X4 studs of the same grade. See DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind lottom chord checked for 10.00 psf non-concurrent bottom chord live load bracing requirements. applied per IRC-12 section 301.5. Deflection meets L/360 live and L/240 total load. Creep increase 'russ designed to support 1-0-0 top chord outlooker span and factor for dead load is 1.50. :ladding load not to exceed 5 PSF one face, and 24" span )pposite face. Top chord may be notched 1.5" deep X 3.5" AT 48" o/c Truss designed for unbalanced snow load based on Pg=25.00 psf, along top edge.DO NOT OVERCUT. No knots or other lumber defects Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. Mowed within 12" of notches. Do not notch in overhang or heel panel . 4X5= I 6 k 1 6 i h 41044 i U 5-1-3 P R mw II L D II QF 0 {} 11 Q D 11 . 18-0-0 i 2X4 I) = 2X4( 1) L.-O-O J u.-0-01 1. 9-6-0 _I_ 9-6-0 J lc 19-0-0 Over 2 Supports ;i 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: I RC2012/TP 1-2007(STD) ��E�PROfiN9 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .'t1O X11 '1'/0 OR/—/1/—/—/R/— Scale =.375"/Ft. vssComponents ofOregon (503)357-2118 'eNARN'NGIsa READ NID Fawn ALL NOTES ON MIS DRAWING! 825 N 4th Ave,Cornelius OR 97113 ...IMPORTANTFURNISH THIS DRAAING To ALL I I x+THE�estocums. 4, 83294PE 471 1 25.0 PSF TC LL REF R7175- 2322 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 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 ens!. Unless noted otherwise, top chard shall have properly attached structural shaethlng and bottom chord shall have a properly attached rigid Ceiling. Locations shown for permanent lateral restraint of webs at have bracing installed per SCSI BC DL 7.0 PSF DRW CAUSR7175 17338269 )� e sections 83, 87 or 810, as applicable, Apply plates to each face or trussand position as shown above and on 12/05/2017 ,4�L= N IE J Cha Joint Details. "nleae noted otherwise. Refer to drawings 180A-Z for standard plate positions. Alpine, a division of ITW 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 ITW COMPANY irhstellation,brad,ng of trusses. /* t� �i t' TOT.LD. 42.0 PSF SEQN- 30380 • A sI on this drleg or odynr pegs Sitting this downing, Indicate.meantime*of prof..ian.p ..pin..riiq 4 �Y 14,1G ..ponsIbliity woolnsCwRodDa.IANSI/TPIalci„for the d .law. Tia suitability end me of til,drawing for«m structure is tan sell Tar`� DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility or the ding orlpr par ANSI/TPI 1 sae.2. Sacramento,CA 95828 par more Information sae this job's general notes peg®and rhe=a web ahem: SPACING 74.0" 1RFF- 1W6H7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - B THIS MG 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 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 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= _n 1 1 .5X4 s 1 .5X4 6 ( .. O 1 6 5-1-3 MMI 18-0-0 i 3X7= 3X5(A1) 3X5(A') 5-0-4 4-5-12 4-5-12 5-0-4 9-6-0 9-6-0 L- 9-6-0 J_ 9-6-0 J 19-0-0 Over 2 Supports R=901 U=39 W=5.5" R=817 U=30 RL=77/-81 Design Crit: I RC2012/TPI-2007(STD) 4'REO PROFS LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .' O �1f�F S'/O OR/_/1/_/_/R/_ Scale =.375"/Ft. vss Components of Oregon (503)357-2118 "'WARNING!"• ADD Aro RUM ALL NOTES ON THIS OWNING! �AQ �L TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 '•IrPptTANr• FURNISH THIS ORAWINp m ALL CONTRACTORS mamma THE INSTALLERS. �(V 83294PE REF R7175- 2323 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to aro follow the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior ' DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unle,.s noted otherwise, top chord shall nave properly attached structural sheathing and bottom chord shall have a properly attached ". sections ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI BC DL 7.0 PSF DRW CAUSR7175 17338268 ,4�L�� sections B3, B7 or 810, as applicable, Apply plates to each face of trussand position as shown above end on 12/05/2017 ALP the Joint Details, unless noted otherwise. Refer to drawings 180A-z for standard plate positions. J 1/ Alpine. a division of ITW Building Components Group Inc. shall not be responsible for any deviation from this OREG/05/2ON BC LL 0.0 PSF CA-ENG BFR/RTT drawing, any failure to build the truss in conformance with ANSI/Tpl 1, or for handling, shipping, m AN ITW COMPANY iretallatlona bracing of trusses. /3 4- LY 14,2G� m TOT.LD. 42.0 PSF SEQN- 30381 A awl on this Orwirg or cover paps l Istins this drawing, indicates smsptsw of professional engineering responsibility solely Pb.-the design shown. The suitability and w of this drwlrg for any structure Is�the S 8351 Rovana Circle rsspsrlbllIcy of the SSlICInp Dsalpn.r per AMI/rPl 1 see.2. Sell Tar e, DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general roles page and these web sites:tae: . ,__._.. n, r.. ..._. .- r- SPAC 1 N(; 24.0" 1RFF- 1WBH7175721 I 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EGE ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. -op chord 2x4 HF #2 :T2 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 l lee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind designoads and reactions based on MWFRS with additional C&C member tracing requirements. no )eflection meets L/360 live and L/240 total load. Creep increase factor load applied perttom chordcIRC-12rsectiionpsf 301.5. concurrent bottom chord live '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 3X7-$.,-.- i g 4-5-11 W1 P T2 (*) 0-4-3 f1 I T I 0-4-3 4 9-0-0 2X4(A1) EE 3X5(A1) 1.5X4(**) III 1 1 1 5-6-0 >1.< 11-0-0 .L-- 1 1 >1 1< 11-0-0 >I< 5-6-0 5-0-3 I 3-2-13 2-2 14 O-6 L 5-6-0 I' 16-6-0 Over 3 Supports >1 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: I RC2012/TPI-2007(STD) ,CEO PROpF LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .PA11, `'t ; l[ !� i OR/-/1/-/-/R/- Scale =.4375"/Ft. vss Components of Oregon (503)357-2118 m�WARNINGI mm READ AND FOLLOW ALL NOTES ON THIS DRAWING! 0i � TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 .n► Tm FURNISH THIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. Ji. 83794PE REF R7175- 2324 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to end follow jy5/ the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior .G 00''''''.- DL 10.0 PSF DATE 12/04/17 o performing Chase functions, Installers shall provide temporary bracing per SCSI.r Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached fa rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338276 A�t O`�[NE sections BD ai or B10unless as appinoted otherwise. Apply plates dr each face f for and position as shown above and m l2/o5/^^1 L J the Joint Oatails, unless noted of a wise. Refer drawing 170A-Z for truss plate positions. 20 Alpine, a division of ITR Building Components Group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG RTT/RTT drawing, any failure to bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN!TW COMPANY installation.bracing of trusses. CTOT.LD. 42.0 PSF SEQN- 30331 seal. l an this drawing or cover pew listing this drawing, indicates acceptance of profa.sion.i engineering F �.LV 14,20" D respon.lbi Pity wi.ly for the design sham. The suitability end um*or this drawing far any structure ie the DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle r.spmribliity or the Building Designer per ANSI/1P1 1 S.a.2. v eel, Tal Sacramento,CA 95828 For more information see this Job's general rotes page and these Det,sites: eel, h,er. .._._.. . :__._...___. . SPACING 24.G" 1RFF- 1WFTH7175721 I 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, 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 12.11 1 .5X4 -10.105,X4 of 6 \ 4, 1 6 4-5-11 ma ii Y ,....„... J " 9-0-0 r 2X4(A1) = I ( 3X5= 3X5= 2X4(A1) 1. 1 '----t< 5-6-0 I 11-0-0 X11 ' .i 4-4-12 3-10-4 3-10-4 4-4-12 5-8-3 5-1-11 5-8-3 I. 8-3-0 ,I— 8-3-0 —I I16-6-0 Over 3 Supports 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 PROFS LT TYP. Wave FT/RT=296(0% /4 0) 15.02. � t tali, t ,,E o OR/-/1/-/-/R/- Scale =.375"/Ft. 825 N 4th Ave, of Oregon (503)357-2118 r,.. 1 RN I mm READ IMAND NG TO ALL cNOTESone ON THIS INCLUDING i (? TC LL 25.0 PSF 82S N 4th Ave,Cornelius OR 97113 "I FURNISH'MIS DIMING m ALL cdNTNActgrts i11GlAlNR INSTALLERS. REF R7175- 2325 Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to and follow A. the latest edition of BCSI (Building Component Safety Information, by TPI and.TCA) for safety practices prior •L .../ DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise,,Ogikhk top chord shall have properly attached structural sheathing and bottom Chord shall nava a properly attached n rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BC BC DL 7.0 PSF DRW CAUSR7175 17338274 .4�1 O`� sections 83, B7 or 810, as applicable. Apply plates Co each face of truss and position as shown above and on y C y L J 7,.:-.--..::::::::7;w7:7::::-::-.e.::'::xo drawings iBOA_Z for std dartl plate g siilom. 1���✓�201 7 re, Y ornoup Ina. ale 11 n t be reaporeibie far any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GWH drawing, any failure o build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing of trusses. A.cal w this drawing or cover pale listing this drawing, indicates acceptance of pewf s.lonsl engineering wL14 /�C TOT.LD. 42.0 PSF SEQN- 117022 responsibility solely for the design sheen. The suitability and liee or this drawing for any structure I.the �_p y ;'20 '( 8351 RovanaCircle responsibility or n»Building osign.r per ANSI/1PI I s.w.2. Welt Tan DUR.FAC. 1 .15 _ FROM BB Sacramento,CA 95828 m a.,r. For more information see this page Job's general noted pa and seas web sites: SPACING 24.0" JRFF- 1W6H7175721 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - El THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SU�IITTED 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. Lt Slider 2x4 HF Std/Stud: BLOCK LENGTH = 1.500' 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. russ designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factortion for deadsload60 isl1, 50and L/240 total load. Creep increase :e=1.10, CAT II & Pf=21.17 psf. 4X5= sl 1 .5X4�0 .1411114111111111.;X4 3X5 '� / s 4-5-11 V 0-7-15 MI 5X5(E1) Es49-0-0 4 3X5 3X5= 2X4 Al) 4-10-8 >L 11-0-0 >1c1 '-1 3-9-4 _I_ 3-10-4 3-10-4 5-0-11 _i_. 5-1-11 -r _i- 5-8-3 4-4-12 L- 7-7-8 -J- 8-3-0 J F 15-10-8 Over 3 Supports >1 R=153 R=807 W=5.5" R=529 W=5.511 RL=66/-65 Design Crit: IRC2012/TPI-2007(STD) ItoPROP LT TYP. Wave FT/RT=2%(0%)/4(0) 15.02.'% �l `r9;0 OR/-/1/-/-/R/- Scale =.375"/Ft. vss Components of Oregon (503)357-21I8 "WIIRNIN " AND CIREAD AFOLLOW ALL NOTES ON THIS CRANING! �G f fi' O 25.0 PSF 825 N 4th Ave,Gemellus OR 97113 T " FURNISH THIS DIMING TO ALL CONTRACTORS INCLUDING TNM INSTALLERS. jLO 83294PE Z TC LLREF R7175- 2326 "I TrTrusses require extreme care in fabricating, handling. shipping, Installing and bracing. Refer to and follow the latest edition of 8csl (Building Component Safety Information. by TPI and RTCA) for safety practices prior r A. y' DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers provide temporary bracing per BCS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached II'LI T• rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BG BC DL 7.0 PSF DRW CAUSR7175 17338275 ,4 f O`� sections 83, 87 or 810. as applicable. Apply plates to each face of trussand position as shoves above and on 1 [ 1 the Joint Details, unless noted otherwise. Refer to drawings 180A_Z for tandard plae positions, 12/OS/Go17 Alpine, a division of ITN Building Components Group Inc. shall net be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/GM drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, ' AN ITW COMPANY instal latlan bracing of trusses. µ- .p G TOT.LD. 42.0 PSF SEQN- owl w wl•nrwllbG er down p.Go 11.818e tbl•df.wlnG, IhalostN oboopbbro er preforialrl .esInoorl ng I_ "Lb'14n.2QV' �, 117021 rwpenal billey wlNy 1br 88e elat141 eIlee h. Thr wlt11Sty rand Nw br tl11•arMriro far aro/ft'oetir�iw Llla S t 8351 Rovana Circle responsibility e?tlr Building Designer pier ANSI/TPI 1 See.2. *sell Tan \ DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Information see this Jobs general notes page and these nab sites: a,.K. 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 - 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 mgineer 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 I _ ; 6 3-1-3 0-4-3 0 {I 1 0 [1. 1///// /// J7,f 0 4-3 \� 9-0 0 /////// 2X4(A1) .----- 2X4(A1) L 1 ' >i i< 11 L- 5-6-0 .j_ 5-6-0 J 11-0-0 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) X511 PRpfifiS 'LT TYP. Wave FT/RT=2%(0% /4(0) 16.01 .%!..6511` ,a( c 8V �/. OR/-/1/-/-/R/- Scale =.511/Ft. uss Components of Oregon (503)357-2118 "WARN; INGIae READ NW FOLLOW ALL NOTES a THIS DRAWINGI yrAMIA` REF R7175- 2327 825 N 4th Ave,Cornelius OR 97113 "'IIPORfANf FBRRIsx tills mntlRc 1D Au caRrRACTaRs 11/CLWInD 1IIE IRsrAUERs. TC LL25.0 PSFTrusses require extrema re In fabricating, handling, shipping, Installing ane bracing. Refer to anal follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) far 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, opchord shall have properly attached tached stnuy structural sheathing and bettchord shall have a properly attached C DL rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI 12/US/2017 7.0 PSF DRW CAUSR7175 17338272 sections 83, 87 or 810. as applicable. Apply plates to Oath face of truss and position as shown above and on L F /05)2017 Joint Details, unless Meted otherwise. Refer to drawings 180A_Z for standard plate positions. BC LL 0.0 PSF CA-ENG RTT/RTT ,4 J N Alpine. a division of ITR Building Components Group Inc. shall not be responsible for any deviation frail this OREGON drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, .�(� e AN ITW COMPANY installation 6 bracing of trusses. d1/ �tY'i4,ao°`" /fr TOT.LD. 42.0 PSF SEQN- 30334 A w1 an this drawing or cover psis listing this drawing, indicates ssesptaroa of profarlonsl engineering `V rwpaslbllity solely for the design shorn. Tho suitability end use of thle drawing far any structure Is the 8351 ROvanaCircle responsibility of the Dulldina Designer per ANSI/TPI 1 Sec,2. Ise/I Tan DUR,FAC. 1 .15 FROM BB Sacramento,CA95828 For more information Ree this Job's genual nates page and these web vitas: o....,enni err%nion4n SPACING 24.0" .JRFF- 1W6H717.5791 : 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJG ) THIS DWG PREPARED FROM COMPUTER 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, 18.56 ft mean hgt, ASCE 7-10, CLOSED bid Located TC- From 72 plf at -1.00 to 72 plf at 1.85 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0bldg, wind BC BC- From 4 plf at -1.00 to 4 plf at 0.00 )L=4.2 psf. psf, BC- From 7 elf at 0.00 to 7 plf at 8.00 BC- 25.53 lb Conc. Load at 2.00 find loads and reactions based on MWFRS. BC- 41.83 lb Conc. Load at 4.00 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 applied per IRC-12 section 301.5. factor for dead load is 1.50. R=148 6 y \ 18-11-12 "J 1-3-4 /, �E 18-0-0 , 4 2X4(A1) 1 1 ' >, 1-10-3 >l< 6-1-13 >1 8-0-0 Over 3 Supports -] R=186 U=20 W=5.5" R=114 Design Crit: 1 RC2012/TPI-2007(STD) 401: ..44•PROF..44 LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .. � .-fe HV �. OR/-/1/-/-/R/- Scale =.5"/Ft. -Liss Components of Oregon (503)357-2118 a INARNINGIee READ AN)FOLLOW ALL IDLES Or THIS DRAWING' �' TC LL 825 N 4th Ave,Cornelius OR 97113 "IroRTµr'• mom TNUs OR WING To ALL CONTRACTORS INCLUDING TIEINSTALLERS. 83294PE ` 25.0 PSF REF R7175- 2328 Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of BCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior /" DL 10.0 PSF DATE 12/04/17 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise, o top Chard shell have properly attached structural sheathing and bottom chord shall have a properly attache rigid calling. locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI :C DL 7.0 PSF DRW CAUSR7175 17338267 �1 O` , 1 sections 83. 87 or 810. as epplicabla. Apply plates to each face of truss and position as shown above and on 12/05/2017 AL 1 the nC Deiaf is, unless noCad ocMrwisa. Refer to drawings 180A-Z for standard aft pbsliiom. I—; Alpine, a clivi slon of ITN Building Components Group Inc. shell n C bo rasponts ibla for any devietlon 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, e AN ITW COMR4NY installation.bracing of trusses. 115 +Z t TOT.LD.LD. 42.0 PSF SE A owl on Chia drawing.r cover page listing this drawing, indle.t.s acceptance of prbb..lesl engineering G LY 14,2a r(� QN— 30384 responsibility solely for war do aslpn shown. The suitability.lab use of this drawing for any st tuts is end 8351 ROyanaCireie respbility of ow Building design. powrr pANSI/TP1 1 sees, Ss e!!Tar e'\ DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more information see this Job's general notes page and these web sites, n. . ........ ._,__,_...--_. n.. °g o...........h amnmei.m SPAC I N0 24.0" 1RFF- 1W6H7175771 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJ1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 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 lottom chord checked for 10.00 psf non-concurrent bottom chord live load DL=4.2 psf. applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member leflection meets L/360 live and L/240 total load. Creep increase factor design. 'or dead load is 1.50. 1 R=131 U=13 (1) 19-11-12 61 2-3-4 i 18-0-0 2X4(A1) L 1 ' —< 3-10-3 >IC 4-1-13 1< 8-0-0 Over 3 Supports R=286 W=5.5" R=113 RL=48 Design Crit: I RC2012/TPI-2007(STD) 49G Gs-PREF' LT TYP. Wave FT/RT=296(096)/4(0) 16.01 .tit�`.f a �'i • OR/-/1/-/-/R/- Scale _ 5"/Ft. vss Components of Oregon (503)357-2118 "MU NINGI.". READ AN)FOLLOW ALL WES ON THIS DRAWING! ff 825 N 4t th Ave,Cornelius OR 97113 "I T '• 1SH THISDINNING To ALL CONTRACTORSmACTORS INCLUDING e INSTAL ERS, TC LL 25.0 PSF REF 87175— 2329 raTrusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and followthe latest edition of SCSI (Building Component Safety Information, by TPI and WiCA) for safety prectices prio /' DL 10.0 PSF DATE to performing these functions. Installers shall provide temporary bracing par SCSI. Unless noted otherwise, 12/04/17 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 lies' 1C DL 7.0 0 PSF .4(� O�� e sections B3, B7 or 810, as applicable. Apply plates to each face of trussand position as shown above and on 12/05/2017 DRW CAUSR7175 17338281 II L the Joint Details, less noted otherwise. Referdrawings 160A-Z forstandardplace positions. Alpine, a division of 1; Building Components group Inc. shall not be responsible for any deviation from this OREGON BC LL 0.0 PSF CA-ENG BFR/RTT drawl,g, any failure a bulla the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY inatauau on br«ing or crosses. • A wl..SAI.trwlrlp ar moor peg.Ii.tinp ml.drw.iro. india.L..d.pt�ne.of pro wlan.i wgiwridn 13 `Lir�a,sod' tC TOT.LD. 42.0 PSF SEAN- 30385 r ..It m h Icy.ei.iy roc mo r..ign.ha.w. 'floe.nit.Gi my www of ehl.drawing far.ro.tn,etur.I.H. S 8351 RovanaCircle responsibility or chi.Bandag o«ipn.r par ANSI/TPI 1 See 2 'gel,Tari•-- DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Information sae this Jobs general notes page and these web ..___. rn, sites:... 0.,,,,,.,..1 afgritOndA SPACING 24.0" 1RFF- 1W6H7175791 1115025--PARR FOREST GROVE -Riverside Plan 2626 A Ma -- master master , OR - EJ2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 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 lottom chord checked for 10.00 psf non-concurrent bottom chord live load DL=4.2 psf. applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member )eflection meets L/360 live and L/240 total load. Creep increase factor design. 'or dead load is 1.50. 00-11-12 R=188 U=27 61 3-3-4 i 18-0-0 2X4(A1) 1-c 11 >lc 5-10-3 >1< 2-1-13-- J I8-0-0 Over 3 Supports R=362 W=5.5" RL=69 R=120 Design Crit: I RC2012/TPI-2007(STD) ,CEO pROPF 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .?(�� :��! . `rsi __ 11 . OR/-/1/-/-/R/- Scale .5 /Ft. -Liss Components ofOregon (503)357-1118 "WWJWOINGI• REPO MD FOLLOW ALL NOTES ON THIS DINNING! 25 25.0 PSF 825 N 4th Ave,Gemellus OR 97113 ""I TJ1N1"" FURNISH TMIS OWING To ALL CONVECTORS INCLUDING me INSTALLERS. i4! (ce la 83294PE � TC LL REF R7175- 2330 Trusses require extreme re 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 to performing these functions. Installersshall provide temporary bracing par 6CS1. Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached f• rigid ceiling. locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI BC DL 7.0 PSF DRW CAUSR7175 17338278 A fl �1]N sections 83. 87 or 810. as applicable. Apply plates to each face truss and position as shown asova and on2/05 N101 1 II'LIII�Jf� the Joint Details, unless rated applicable. Refer to drawings 180A_Z for standard plate as sh wn a JAL 1/ Alpine, a division of ITW 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!wild the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN fTW COMPANY instal Tau nn t bracing or trusses. • A wl .n tale trwinp or sewn p.p.It.tlnp HIL.Urerinp, InelseW ss.epbrpe er proh..i.n.l «Ipinerflilp /0 4141'14,26 ter m TOT.LD. 42.0 PSF SEAN- 30386 re...nsibll lty solely row HI.tlealpnwl. The.ulttllll lty en.0s8.f this droning far any stMletur.I.Hr S 8351 Rovana Circle re.pnletmll lty of HN guttsilg De.ipll.r per ANSV1Pi 1 See.2. we ell a e_ OUR.FAC. 1 .15 FROM BB Saonmento,CA95828 For sae this e T more information Job's general notes and these wan sites: d,. page • SPACING 24.0" IRFF- 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 - 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 HI t 6 I 4-4-3 I 1 �� as 18-0-0 ei 1 .5X4[9] III 2X4(A1) L1 ' >I 7-9-4 2"al_112 (= 8-0-0 Over 2 Supports R=431 W=5.5" R=336 U=33 RL=93/-22 Design Crit: IRC2012/TPI-2007(STD) ' . pR�F� 1�, S+ 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .,( 10 "I �11j�y� D OR/-/1/-/-/R/- Scale =.5 /Ft. vssComponents ofOregon (503)357-2118 "WARNINe1" READ AID FOLLOW ALL NOTES a THIS DRAWING! C9 �(, R� 10.1 TC LL 25.0 PSF REF R7175- 2331 825 N 4th Ave,Comelius OR 97113 ..IMPORTANT" FURNISH MIS DRAWING To ALL CONTRACTORS INCLUDING THE INSTALLERS. j(/ 83294PE Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and fellow DL 10.0 PSF DATE 12/04/17 the latest edition of BCS! (Building Component Safety Information, by TPI and WTCA) for safety practices prior �I o performing these functions. Installers shall provide temporary bracing per BCS!. Unless noted otherwise. top chord shell have properly attached structural sheathing and bottom chord shall have a properly a tabled rigid telling. Locations shown for permanent lateral restraint of webs shall have acing installed per BCsi / �1 BC DL 7.0 PSF DRW CAUSR7175 17338266 B3, B7 or 810, as applicable. Apply plates to each race or truss and 12/05/2017 � sectionsposition as shown above end on ' O .1�+ Che JoinC OaCalls, unless rcted otnerwiae. Refer Co drawings 180A-Z for sCaMerd plate poslClons. ,4 �0 N I Alpine, a tllyisien pf I7W Bollding epmpmnenta Bran Imp aheli mat be r OREGON BC LL 0.0 PSF CA-ENG BFR/RTT i p esponsible for dry tleviaClon from this 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. e t TOT.LD. 42.0 PSF SEAN— 30387 A.eel an this drawing or.oyer page listing this drawing, Indicates professional oe.ptenee of pro .sional engineering eZ1Y 14,20V_ 0 responsibility solely POP the design engem. The Suitability end use of title drawing for.ry structure Is the @�����. DUG.FAC. 1 .15 FROM BB 8351 RovanaCircle responsibility of the Building O..Igner per ANSI/Tel 1 See.2. °s Sacramento.CA 95828 For more information see this Jobs general notes page and these web site.: antra a.. .. SPACING 24.0" 1RFF- 1WfH7175721 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 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC DL=4.2 )sf. 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. lo SIZE SHIFT BITE : 5] W4X8 S 4.25 6] W4X8 S 1.25 :10] W4X5 2.00 R 2.00 1 .5X4 III 61 iiiIIIP 4X8[6] #0 4-4-3 IIIIIIIIM 111 Ell II 74 Kam +18-0-0 r 4X8[5] III 4X5[10] 4X5(Al) 4-0-0 3-10-4 1 12 4-0-0 4-0-0 F8-0-0 Over 2 Supports >{ R=2169 U=105 W=5.5" R=1733 U=88 Design Crit: IRC2012/TPI-2007(STD) 9 PRoi. 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .,E v tl'/ L7 aft4 - p OR/-/1/-/-/R/- Scale =.5"/Ft. -Liss Components of Oregon (503)357-2118 •�NARNINGI we NEAR AND FOLLOW ALL Notts ON THIS DRMINGI + 'Z TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 mellpoRTANI" FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. W 83294PE 9 REF 87175- 2332 Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow to the latest edition of BCSI(Building Component Safety Information, by TPI and WrCA) for safety practices prior ' - DL 10.0 PSF DATE 12/04/17 to performing thane functions. Installers shall provide temporary bracing per SCSIs Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL to rigid ceiling. Locations shorn for permanent lateral restraint of webs shall have bracing installed per SCSI 7.0 PSF DRW CAUSR7175 17338270 ,4 f �I sections 83, 67 or 610, as applicable. Apply plates to each face of trussand position as slow,above and on 12/05/2017 Illi illi J the Joint Details, unless noted otherwise. Refer to drawings 160A-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 BFR/RTT drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, �p AN ITW COMR4NV installation A bracing of trusses. 3 tr�LY'4,zoo 0 TOT.LD. 42.0 PSF SEQN- 30398 A awl on this drawing or cover peg*listing this drawing, indicates acceptance of professions) engineering -p reeperibllIty solely Pb. ene design shown. TI.e suitability end 1...of tnl•drawing for ern,.trueture is w v p@1�T��a• CUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility of the&dieing Designer per ANSI/TPI17 Sw.2. V Sacramento.CA 95828 For more information see this Jobs general notes page and these web sites: a,.,r. .... . .__._.. -. .n, ... ..... _ . SPACING 24.0" IRFF- 1W614717S721 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. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 6 1 R=36 U=6 1! 18-11-12 \"l 1-3I-4 i�11 18-0-0 1V iiiii 2X4(Al) = R=25 << 1 ' >I< 1-10-3 2n9 1-11-4 Over 3 Supports R=193 U=4 W=5.5" RL=27 'LT TYP. Wave Design Crit: IRC2012/TPI-2007(STD) r�k ( Thti ,, S> OR/-/1/-/-/R/- Scale =.5 /Ft. FT/RT=2%(0%)/4 0 16.01 .►r.� 7:7'� n Mss Components of Oregon (503)357-2118 ••WANNINGI•• READ AND FOLLDB ALL NOTES ON TINS BRAWINGI REF R7175- 2333 825 N 4th Ave,Cornelius OR 97113 ••IRN raRrAtm• FURNISH THIS DRAWING To ALL CONrMACTOMS INCLUDING TIIE INSTALLERS. /i. 1 TC LL 25.0 PSF Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow (' DATE 12/04/17 the latest edition of BCSI (Building Component Safety Information, by TPI and MICA) for safety practices prior ' - DL 10.0 PSF co performing these functions. Installersm• shall provide ca ,orary bracing Per Bcsl. Unless noted otherwise, top chord shall have properly attablstructural t ctural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF rigid tuning. Locations shown for permanent lateral restraint of webs shall have bracing installed per Bcs 12�U5/2�17 DRW CAUSR7175 17338265 rl 1 sections 83, 87 or 810, as applicable. Apply plates to each face of truss and position as shown above and on I''I ll'�Lo30 the.hint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. BC LL 0.0 PS F CA-ENG BFR/RTT Alpine. a division of 17W 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, d� AN ITW COMPANY instal!at ion A bracing of trusses. * .y 'C TOT.LD. 42.0 PSF SEAN- 30391 A. l on this treeing or cover W0.listing ml.drawing, Indicates acceptance of profs.sian.l engineering LY 14,2� 0 seal respouribll icy solely For the design shown. The suitability and use of this drawing for any structure ia th a 8351 Rovana Circle reeponsibl I Icy of the Building Designer per ANSI/1.1 1 S.e.2. v3l Vell Tao DUR.FAC. 1 .15 FROM BB/� /�� /^� Sacramento,CA 95828 Far more information sae this Jobs general notes page and these web sites: SPACING 24.0" ..a,nr. .._..._._. ._... n. wrm. ....... _ . _ . .,.,,,e,,...,. 1RFF— 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 - 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 applied per IRC-12 section 301.5. Wind loads and reactions based on MWFRS with additional C&C member design. )eflection meets L1360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=106 U=17 6 I119-11-12 2-3-4 I/-1MEMOS # 18-0-0 / R=42 U=3 11111111111."111 4,.2X4(A1) Lc 1 ' >lc 1-11-4 >I< 2-0-7--30.1 3-10-3 Over 3 Supports R=234 U=1 W=5.5" RL=48 Design Crit: IRC2012/TPI-2007(STD) 11.0PRO . 'LT TYP. Wave FT/RT=2%(O%)/4(0) 16.01 .'AS. ..?1 S`�' '� !m OR/-/1/-/-/R/- Scale =.5"/Ft. vas Components of meliusn (503)357-2118 �1WIRNI RNI H• READ MD NG 70B ALL ONTRA ON THIS DRAWINCLUDING GGI t? jG g3294PE ,p , TC LL 25.0 PSF REF R7175- 2334 825 N 4th Ave,Cornelius OR 97113 "aaPBRTABf• FURNISH ruts ORATING to ALL CONTRACTORS iNCLlaligG iilE IIRTAt.LER4. (j/ �i Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and follow i. the latest edition of BCSI (Building Component Safety Information. by TPI and WTCA) for safety practices prior it. an : DL 10.0 PSF DATE 12/04/17 to performing them.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 shall have bracing Installed per BCS BC DL 7.0 PSF DRW CAUSR7175 17338264 ,4�1 O`� sections 83, B7 or B10, as applicable. Apply plates to each face of trussaro position as shown above and on 12/05/2017 L ) ha Joint Batails. unless noted other wise. Rafwr to drawings,BOAZ fartandard plata poaltlans 1G 5/2 BC LL All nes. a tli of cion of ITa Building Components Group Ina. shell n i ba responsible far any deviaC len Fran this OREGON 0.0 PS F CA—ENG BFR/RTT rdrawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY iristellotion.bracing of trusses. 11e �, t TOT.LD. 42.0 PSF SEQN- 30392 A.esl on thi.drawing or cover page listing thl.drawing, lndtut...aer4 .pt nce or professions. engineering LV 14,20 • responsibility solely Tor the design shorn. The suitability and gee of this drwl.g for.ny structure I.the FROM BB 8351 ROvanaCIICae r mpew.ibltity of the Building Designer per M6i/7PI 1 8.8.2. s'�@II Tai DUR.FAC. 1 15 Sacramento,CA 95828 For more information see this Job's general notes page _ __-. , .. ...... . .-.-_,--_ SPACING 74.�" 1RFF- 1WfH7175721 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. bottom 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. R=165 U=27 A +0-11-12 61 / -3-4 -!2 +18-0-0 SEMEN 2X4(A1) = R=116 U=17 1 ' >l< 1-11-4 >I< 4-0-7 >> E5-10-3 Over 3 Supports %{ R=246 W=5.5" RL=69 Design Crit: IRC2012/TPI-2007(STD) itep PRopFs 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .e' • " egg,- 'le OR/-/1/-/-/R/- Scale =.5"/Ft. -uss Components ofOre on (503)357-1118 ••WARN INGI•• REPO No FOLIA ALL NOTES ON THIS OWNING! t3 j fREF R7175- 2335 825 N 4th Ave,Cornelius O97]]3 .°11FO iTANT°. FURNISH THIS OWNING To ALL CONTRACTORS HCLUDI O THE INFNUAAR4. IL/ 83294PE "�! TC LL 25.0 PSF Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to and follow !1� the latest edition ofBCsl (Building Component Safety Information, by TPI and PTCA) for safety practices prior �i ,.--' DL 10.0 PSF DATE 12/04/17 o performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted Otherwise, t op chord shell have properly aCtechhed struct u ral sheathing and bottom chord shell have a properly attached rigid telling. Locations shown for permanentlateral restraint of webs shall have bracing installed par BCS BC DL 7.0 PSF DRW CAUSR7175 17338282 ,4 sections 83, B7 or B10, as applicable. Apply plates to each face of truss and position as shown above and on i 2 51::17 P.: IE the Joint Details, unless noted otherwise. Refer to drawings 180A_Z for standard plate positions. BC LL 0.0 PSF CA-ENG BFR/PTT J Alpine. a division of ITR 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/TPI 1, or for handling, shipping, AN ITW COMPANY installation a bracing of trusses. ..012:51::1270 y �, = TOT.LD. 42.0 PSF SEQN- 30393 A mail on t1h1s drawing or cover R.O.lifting this drwiro. Indicat.s.ee.pt�m.of professional engineering 4 LY 14,2d • 8351 Rovana Circle rCn a:IbII Ity ofI•f.;I.Betiding Designer design ANS1/WI"°atZ.,d g».r ttil.drawing.<r.ro.tr..atpr. =I. `rS@11 Tall`t DUR.FAC. 1 .15 FROM BB Sacramento,CA 95828 For more Information see this Job's general notes page and these web sites: SPACING 24.0" 1RFF 1W6H7175721 uakle Stud Relnforcement Detail ASCE 7-10 120 mph Wind Speed, 30' Mean Height, Enclosed, Exposure P.,, Kzt = 1.00 [1r: 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 On 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 Brace I (i Ino '7' Brace x (1) 2x4 'L' Brace w (2) 2.4 `L' Brace rix (1) 2x6 'L' Brace r (2) 2.6 'L' Brace ■r Bracing Group Species and Grades, Gable Vertical No ' I Spacing Specias 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 4' 7' 7' 10° 7' 2' 8' 1' 9' 3' I 9' 7' I 11' 0' 11' 5' 14' 0' 14' 0' 4' 0° 14' 0' 'Standard, al / #2 Standard #3 42 Stud 43 Standard U #3 4' 4' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0` 14' 0' 14' 0' 14' 0' _ _ __ _ Stud 4' 4' 7' 2' 7' 7' 9' 1' ' 9` 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0` 14' 0' Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9' 10' 10' 11' 4' 12' 10" 13' 9" 14' 0' 14' 0' Douglas Fir-Larch Southern Plneawa -3 #1 4' 10" 7' 11' 8' 2' 9' 4' 1 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0" p3 Mrgil J 42 4' 7" 7' 10' I 8' 1' 9' 3' I 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' l4' 0° 14' 0` Stud Stud Standard Standard 71- #3 4' 6" 6' 6° 1 6' 11° B' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' al —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" Hen-Fir J D 7 #3 5' 0' 8' 10' 9' 3' 10' 5• I 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 41 R. Btr U -p Stud 5' 0' 8' 9" 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' al U O Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' lou.las Fir-torch Southern Pineeee #1 5' 6° 9' 1' 9' 5' 10' 8' I 11' 1' 12' 8' 13' 2' 14' 0° 14' 0' 14' 0` 14' 0° 11=ME q1 o S' #2 5' 3' 8' 11° 9' 3' 10' 7' I 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0" 14' 0' 42 __ RE _ #2 5' 1' 7' 11' 8' 5• 10' 6' 10' 11' 12' 6' 13' 0° 14' 0' 14' 0' 14' 0" 14' 0' 1s4 Braces shall be SRB (Stress-Rated Board), UStud 5' 0' 7' 11' R` H 10' 6° C' 11' 12' 6' 13' 0' 14' C' 14' 0' 14' 0' 14' 0' rrFor 14 So. Pine use only Industrial 55 or _________ Standard I 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' C' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group 0 #1 / #2 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. U _ S P #3 5' 6' 9' 8' 10' 1' 11' 6° 11' 11' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes J U H_ Stud 5' 6' 9' 8' 10' 1' 11' 6' 11' 11' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' wend Load deflection criterion is L/240. OStandard 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- 111 ver#1 6' 0' 10' 0' j 10' 4' 11' 9' 12' 2' 14' 0' 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psf TC Deod Load). J #2 5' 9' 9' 10' 10' 2' 11' 7' 12' l' 13' 10' 14' 0° 14' 0' 1.4' 0' 14' 0' 14' 0' Gable end supports load from 4' 0' cuticokers \U #3 S' 8' 9' 2' I 9' 9' 11' 6' 12' 0' 13' 9' 14' 0" 14' 0' 14' 0' 14' 0' 14' 0' with 7' 0' overhang, or 12• plywood overhang 5_L_ Stud 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0' 14' 0' 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" ASynn bout Attach 'L' braces with [Od (0.128'e3.0' mini nails. II © 31( For (1) 'L' br ore, spoce nails at 2' o.c. /Gable Truss , in 18' end zones and 4' c.c. between zones, 3onol brace option ( ��` A ;For (2) 'C braces space nails at 3` ne. tical length nay be j \ n IB' end zones and 6' o,c between zones. 'bled when diagonal / 18° © 'L' bracing must be o minimum or 80/i or web ce is used Connect , a 0 member length, anal brace for 313511 "L• — each end. Max. web ,� Brace Goble Vertical Plate Sizes al length is 14'. L— NE* I Vertical Length No Splice 2x4 DF-L tt2 ov Less than 4' 0' (X4 or 2X3 better diagonal 7 — Greater than 4' 0', but PXA Vertical length shown /� brace; single less than 11' 6' In table above. / or double cut 18 + Greater thar,11'11,6 ll' 6' 3X 45• gas shown) of J / L_ © + Refer to common truss design for upper end. 00 ` U 1ji 0 : r��•�billil:� 1 -. peak, splice, and heel plates. Connect diagonal at / / / / /Continuous Bearing ,�� s0 Refer to the Building Designer For conditions g l not addressed h this detail, midpoint of vertical web. UL Refer to chart above for f1.�,.a- .:r- y rrVRNINGIrr READ AND FOLLOW ALL NOTES ON THIS DRAWING! C/ 4,-` / 46 N.) REQ ASCE 7-10-G4)1312030 rrIHPORTANT.w FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. � 83294PE Trusses require ectrene care in fabricating, handling, shipping, installing and bracing. Refer to and a► DATE 1���1�14 follow the latest edition of BCS( (Building Component Safety Information, by Tel and 513001 for safety /. / practices prior to performing these Functions. Installers shall provide temporary bracing per BCS(, (� (� Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord DRW J AAP030ENG'0101'4 ,_------ ►—'-� w shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs L W FF�� shall have bracing installed per BCS( sections B3, B7 or BIO, as applicable. Apply plates to each Face 12/05/2017 1) \\ C of truss and position as shown above and on the Joint Detalls, unless noted otherwise. \`�J IAC Refer to drawings 1600-7 For stondnrd plate positions. OREGON AN ITW COMPANY Alpine, a division of fBuilding Components Group Inc. shall not be responsible Far any deviation from this drawing, any Failuree to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, t, Z/17.a14,20� y AXE TOT. La 60 PSE r installation P. bracing of trusses. A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional OS engineering responsibility solely for the design shown. The suitability and use of this drawing ell Tar 13389 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 obi erero' notes page and these web sites MA SPACING 24,0' AI.PINT: www of nlneitw,rnn: TPI: www.tn'nst.nr 9 SPCA: www.sbcinrit,s tr v.nro; ACL: www.'rrsnf e.nrn Renewal 8130/2018 , E a lc e DE t 0, 1 , For Let—in V er ticals Gable Truss Plate Sizes ZY07,+.4._ Refer to appropriate Alpine gable detail for • I /" -.'. minimum plate sizes for vertical studs. ()Refer to Engineered truss design for peak, splice, web, and beet plates. , If gable vertical plates overlap, use a / : l*4GI ®Ifsingle plate that covers the total area of the overlapped plates to span the web, I i 2 + ,--- Gable i 1 2X4 p Vertical / § Example, • it • ----- /, + 0 \ yp. \ tLength i P / d 2X4 d 2X8 • \ ' 'T" Reinforcement Attachment Detail I .T' Reinforcing 'T' Reinforcing 1 i Member Member CO ' • ., V CIToe-nail - Or - A End-nail A' -.1441 0 ll 0 Ini M 0 n a 0 '''--'-'-----' • • + a To convert from 'V to 'T' reinforcing members, multiply '1' 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 4o,c, plus length is 14' from top to bottom chord. .• (4) nails in the top and bottom chords, 'T" reinforcing member material must match size, Rigid SheathinToenailed Nails: specie, and grade of the 'L' reinforcing member, g 106 Common (0.148'x3",min) Toenails at 4' o.c. plus leb Length Increase w/ "I" Brace X 4 Nails' Y X <4) toenails in the top and bottom chords. 1"1-' Reinf. 1 This detail to be used with the appropriate Alpine gable detail for ASCE Mbr, Size I Increase ,forcing ,, wind load, 2x4 i 30 N ember 2x6 : 2 0 % ASCE 7-05 Gable Detail Drawings Example: A13015051014, A12015051014, A11015051014, A10015051014, A14015051014, ASCE 7-10 Wind Speed = 120 mph Nails A13030051014, A12030051014, A11030051014, 410030051014, 414030051014 Mean Roof Height = 30 ft, Kot = 1.00 Gable Truss,.,,'''s, Spaced At ASCE 7-10 Gable Detail Drawings Gable Vertical = 2 4'o.c. SP #3 4' o.c. A11515ENC101014, A12015ENC101014, A14015ENC101014, A16015ENC101014, 'T' 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 'T' Reinforced Gable Vertical Length • 1.30 x 8' 7' = 11' 2' See appropriate Alpine gable detail For maximum unreinforced gable vertical length, ____ _ . ----.- -4—Nails X x I Ceiling vi:10 PROpc,.. sk% 4' Vo wwWARNINGIew READ AND FOLLOW ALL NOTES ON THIS DRAWING' 0 V-- ' * Iiik ..IMPORT ANTI., FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. ,,,..4/ 83294PE REF LET-IN VERT Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition el BPS! <Building component Safety Information, by SRI arid SBCA) for safety DATE 10/01/14 N„., practices prior to performing these functions. Installers shall provide temporary bracing per POST, o Unless noted otherwise, -top choral shall have properly attached structural sheathing and bottom chord DR 0/' GBLLETIN1014 , shalt haves properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 12/05/2017 .---ri O 1 0 ,s,iiirlalttrih,a,sve.ib,rdacpion&ons,tned,hp,e,r, 0132S0I,,,ese,2onos, Iti,3,,e B.j7,,,,orLi IlL10t,a,ass aucz.licsabnle,;teil:p,ltyl,„p_law,tse; to each face _ Refer to drawings 160A-Z. for standard plate positions. 134 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 I, or For handling, shipping, I4,... 1T0 0N,2 MAX, TOT, La 60 PSF installation & bracing of trusse i A seal on this drawing or cover page listing this drawing,indicates acceptance of professional - 0'9e II Tao s engineering responsibility solely for the design shown. The suitability and use of this drawing DUR, FAG, ANY for any structure Is the responsibility of the Building Designer per ANSI/TRI 1 Sec.2. 13389 Lakefront Drive raii..........., ASCE 7- 1Ch 120 mpr, CO' Mean -elgt, Closed, Exoosure C Common Res'IdentlaL Cable End Wind Bracing Requirements St -Ff ewers 20 mph, 30F t, Mean Hgt, ASCE 7-10, Enclosed, Exp C, or H Less than 4'6" - no stud bracing required 00 mph, 30ft, Mean Hot, ASCE 7-10, Enclosed, Exp D, or 00 mph, 30ft Mean Hgt, ASCE 7-10, Fart, Enclosed, Exp C, H Greater than 4'6" to 7'6"" in length :zt = 1,00, Wind TC DL=50 psf, Wind BC DL=5.0 psf, provide a 2x6 stiffback at mid-height and brace stiffback to roof diaphragm every 6'0' Csee detail below or _ateral chord bracing requirements refer to DRWG A12030ENC101014), -op' Continuous roof sheathing loti Continuous ceiling diaphragm H Greater than 7'6" to 12'0" max: provide a 2x6 stl0fbacl- at mid-height and brace ;es. Engineer's sealed design referencing this detail to roof diaphragm every 4'0" Csee 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: 104 box or gun 00,128"x3",min) nails. to stiffback with 10d box or gun (0.128" x 3", min,) nails @ 6" o.c, 1 2X4 Blocking - - nailed to \ 4.5' sheathing and -----i— 24• N1,,x / each truss gyp, /7 ..-- 2X4 DF-L #2 H72 or better diagonal brace __/ - Attach each end For 560#. - i k, 1 _ 6� k. t - - - I - - ontlnuous Bearing// / / - 2x6 #2 Stiffbock �� attached to each ��EOQROp . Stud w/ (4) 104 box or gun (0,123" X 3 min.) nails, C9y� C,ISS NF di w.WARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! .81 83 94PE�� 7 RE GE WHALER wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. Trusses require eatrene core in fabricating, handling, shipping, installing and bracing. Refer to and n f� ;�\ follow the to test edition of SCSI lBuilding Component Safety Informs tion, by TPI and SPCA) For safety / DATE 10/01/14 \� practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. �/ t \, Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord AD �\ ,. shall have o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 12/05/2017 DRWG �7l--IDR.�T1�1014 I shalt hove bracing Installed per BCSI sections P3, B7 or BIO, as applicable. Apply plotes to each Face i of trots and position as shown above and cn the Joint Details, unless Hated otherwise. Z J OREGON Refer to drawings 160A-Z for standard plate positions. / �/II� AN ITW COMPANY Alpine, a division of ITW Building Components Group Inc. shall not be responsible for any deviation from C this drawing any Failure to build the truss 'n conformance with ANSI/TPI L or for handling, shipping, 4s LY 14,20u- i0 MAX. TOT. LIT 60 POP installation P. bracing of trusse A seal on this drawing or- cover page listing this drawing, indicates acceptance of professional 8e" Tar 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 Sec.2. r_.,. _,.._,. .._�____..__ ___ •_._ ._�__ __.__ .,___ .h_.-_ ,.,,,�_ _�,__, Re.newel RI21117111R ... — —_ . -_. Reims = o ' ci� l� Ve � be � SL, s . ' . L, _ ion T-Reinforcement his detail is to be used when a Continuous Lateral Restraint (CLR', Or T-Reinf, \ specified on o truss design but ar alternative web L-Reinfmethodrcement: or 411111110 \ einforcement method is desired. L-Reinf. Apply to either side of web narrow Face. Attach with 10d (0.128`x3,0",min), nails Aar at 6" ac. Reinforcing member is lotesi a minimum 80% of web member length, Apr his detail is only applicable for changing the specified CLR hown on single ply sealed designs to T-reinforcement or -reinforecement or scab reinforcement, lternative reinforcement specified in chart below may be conservative. II:IFI hid� or minimum alternative reinforcement, re-run design with appropriateMUM ME einforcement type, T-Reinf. L-PeinF. Web Member Specified CLR Alternative Reinforecement Size Restraint or L- Reinf, Scab Reinf SCO. Reinforcement 2x3 or 2x4 1 row 2x4 1-Rn4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (I) scab per face. , -------___ Attach with l0d '0128"x3.0",min) nails ---- ._� 2x6 1 row 2x4 1-2x6 of 6' a.c, Reinforcing member is a 2x6 .2 rows 2x6 2-2x.400 minimum 80% of web member length, 2x8 1 row 2x6 1-2x8 0x8 2 rows 2x6 0-0 x6(x) Scab Reinf, -reinforcement, L-reinforcement, or scab reinforcement to be some pecies and grade or better than web member unless specified / therwise or Engineer's sealed design. 4) Center scab on wide face of web. Apply (1) scab to each / face of web. - • PRO '. S e ti G1NFlc 'O rrWARNINGI.. READ AND FOLLOW ALL NOTES ON THIS DRAWING, 83294PL L E 7 C PSF 1 ..IMPORTANT.. FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 44; REF C,L R S 1) S . Trusses require extreme care in Fabricating, handling, shipping, installing and bracing. Refer to and / Fallow the latest edition of BCS, (Building Component Safety Information, by TPI and SBCA) For sofety C DL PSF DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI, V -_-. Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom Chord ,- shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs 12/05/2017 :C DL PSF DRV/5 BRCLBSUB1014 1 '� I I l shall hove brocing installed per BCS, sections B3, B7 or Blo, as applicable. Apply plates to each face �J �^ \\ of tr ss and position as shown ardor and n the pint Details, unlet, noted pmerwise. OREGON tE LL PSF Z 1 Refer to drawings 160A-Z For standard plate positions. / AN ITW COMPANY Alpine, n division of ITu' Building Components Group Inc. shalt not be responsible nor any deviation from [�7 �i C _ this drawing, any failure to build the truss in conformance with ANSI/TPI I, or far h./nailing, shipping, 4 Y14,2o i� T❑T. LD. PSF installation P. bracing of t . A seal on this drawing or- cover page listing this drawing, indicates acceptance of professional 'sell Tar engineering responsibility solely for the design shown. The suitability and use of this drawing DUR. PAC, 13389 Lakefront Drive for any structure is the responsibility of the Building Designer- per ANSI/TPI 1 Sec.2. Renewal 8/30/2018 Gable Stud Reinforcement Detail ASCE 7-10t 1E0 r,prl Wind Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = LOO 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, hot = 1.00 2x4 Brace ,1) Ix4 'L' Brace w (1) 2x4 'L' Brace w (2) 2x4 'L' Brace xx (1) 2x6 'L' Brace ■ (2) 2x6 'L' Brace Ort Goble Vertical NoI Bracing Group Species and Grades) - 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 - #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' j 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0° Spruce-Pine-Fir Hem-Fir 83 4' 7' 9° I 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' #1 / #2 Standard #2 I Stud U — 14' 0' 14' 0' 14' 0' #3 Stud #3 Standard Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' - O 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 Pinewww #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' MEM.. 1.111:Mil J 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 stud _ #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' Standard StandordI 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 J _ C' D — #1 / #2 5' 6' 9' S' 9' 9 ll' 1 11' 6' 13' 2° L3' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hem-Fir _ J 83 5' 3' 9' 3' 9' 9' 10' 11' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' _14' 0' ttL R B t r U _ = Stud 5' 3' 9' 3' _ 9' 7' 10' 11' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' #i Standard 5' 3' 8' J 8' 7' 10' 10' 1]' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' pou.las Fir-torch Southern Pinewww U O - - #1 5' 9' 9' 6' 9' 10' 11' 3° l 11' 8' 13' 4° 13' 10' 14' 0' 14' 0' 14' Cr 14' 0' =WM= #I tt C; TD #8 1 5' 6' 9' S' 9' 9• 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' D' 14' 0' 14' o' #2 JI #2 #3 5' 5' 8' 6° 9' 1' 11' 0' ' 11' 5' 13' 1' 13' 8" 14' 0' 14' 0" 14' 0" 14' 0' Stud 5' S` 8' 6' lira Braces shall be ORB (Stress-Rated Board), L) �a — I 9' 1' 11' 0' Ll' S' 3' 1' 13' 8" 14, 0' 14' 0° 14` 0' 14' 0• __ wwwFor Ix4 So. Pine use only Industrial 55 or Standard 5' 3' 7' 6' _I 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' ',clues may be used with these grades. S 03 5' 9' 10' 2' 10' 7' 12' 11' 18' 6 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: U — Stud 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' D° Wind Load deflection criterion is L/240, O Standard 5' 9' 9' 4' 9' lir 12' 0' l 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" 14' 0' Provide uplift connections For 35 pit over 4 #1 _ 6' 4' 10' 6' 10' 10' 12' 4' 12' LO' 14' Or 14' 0' 14' 0' 14' 0' 14' 0' 14' 0" continuous bearing CS osf TC Dead Load). S #2 6' 1° 10' 4' I 10' 8° 12' 2' 12' 6° 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' _ #3 Gable end supports load From 4' 0' outlookerpp Cu _ 5' 11' 9' 10' J 10' 6' 12' 1' 12' 7' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' with 2' 0' overhang, or 12' plywood overhang, I J- Stud 5' 11' 9' 10' 10' 6' 12' 1' 12' 7" 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' I Standard 5' 9' 8' 8° 9' 3° 11' 7' 12' 5' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Syron r `I .� About Attach 'L' braces with 100 (0,128'x3.0' min) nails, ,Gable Truss 'f I 91 9K, For (1, 'L' brace. space nails at 2° o.c. l 11 in 18' end zones and 4' ac. between zones, 3onal brace option 31(*For (2) 'L' braces' space rails at 3' o,c. tical length any be j T in 18' end zones and 6' o.c, between zones. 410 (bled when diagonal .ce is used. Connect 18' 'L' bracing must be o minimum of BO% of web th, tonal brace for 3358 ▪ _ a 0 member length. each end. Mor web - 77 BraceGable Vertical Plate Sizes of length is 14'. / ` , 331(31Er Vertical Length No Splice / / 2e4 DF-L #2 or I $ Less than 4' 0' 1X4 or 203 /V better diagonal 7- — iiii Gren ter than 4' 0', but Vertical length shown brace; single ■ less than 11' 6' 2X4 45 Or double cut • lg` Q 0 Greater than LI' 6' 3x in table above. / (as shown) at ▪_ Y 's,, O �■ + Refer to common truss design for ' upper end. ■ ■ ■ - ■ ■ ■ ■ ■ • ■t1 ■ 1■I` ■ ■ Al ■ ■ li ■ ■ r peak, splice, and heel plates. / / / Xontinuous Bearing i P" Connect diagonal at n /7 Refer to the Building Designer For conditions midpoint of vertical web. -i,4---. Refer to chart above for m1. ,a r7nth not addressed by this detail, w.VARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! \ a G. wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. sp t` �A� REF ASCE7_10-GAB12015 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and �/ 83294PE �/' _ Fotlow the latest edition of BM (Building Component Safety Information, by TPI and SBCA) for safety DATE 1/01/14 practices prior to performing thesefunctions. Installers shalt provide temporary bracing per BCS(, >/ .� Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord _ '1 F� r (� — i. shall. have a properly attached rigid til g. Locations shown for permanent lateral restraint of webs DRWI� AID015ENC1O1O14 r� 1 , A F� shall have bracing installed per BCS(esections B3, 97 or BIO, as applicable. Apply plates to each face J 1. ��-`'\ I i of truss and position as shorn ab and on the Joint Details, unless noted otherwise. 12/05/2017 ' v I Refer to drawings 160A-Z For standard plate positions. ��2/0p5/�C�////���� AN ITV✓/)=0MP4NY Alpine, agdivision of ITW Building Components Group Inc. shall not be responsible for any deviation from /)y{+y{�y�N this drawin an failure t0 build the truss in conformance with ANSI/TPI I, or for handling, shipping, u.7/ I/ installation bracing ng trusses.cow '�` "tI�y14,2 0 MAX, TOT, ED, 60 PSE A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional l for responsibility solely For the design shown. The suitability and use of this drawing S w 13389 Lakefront Drive any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec,2. �el'Tan Earth City,MO 63045 For more information see this job's general notes page and these web sites, - Tar _ r rn� Al PILAF: www.alninaitw.rnm. TPI' www.toinst.nrn, SBCA: www,shrindustrv,nrn: ICG www.iecsafe,orn ,,,..,.,w...e. MAX, SPAL,INIT 2Q,Vn