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Plans (377) 4WFv.s-,6‘x02,,c) F to Alpine, an ITW Company w a • 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 P (' Y g ni? Page 1 of 1 Document ID:1 VPL7175Z 1206071336 DEC1 1 J U 17 y Truss Fabricator: Truss Components of Oregon BUIL fl J.,it' Job Identification: 0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master mCi , 11t ' , ; 4 N Model Code: IRC 01/4 '' Truss Criteria: IRC2012/TPI-2007(STD) 4ie' i4B59 s`s' Engineering Software: Alpine proprietary truss analysis software. Version 16.01. Q i- Truss Design Loads: Roof - 42 PSF • 1.15 Duration Floor - N/A '" 1 V. Wind - 120 MPH (ASCE 7-10-Closed) . ,FC 71g4g w�v Notes: 'MN W.G�Pq�2 1. Determination as to the suitability of these truss components for the Renews:12/31/2017 structure is the responsibility of the building designer/engineer of record, as defined in ANSI/TPI 1. 2. As shown on attached drawings; the drawing number is preceded by: CAUSR7175 Details: 12030EC1-GBLLETIN-GABRST10-BRCLBSUB-12015EC1- Submitted by CWC 07:13:03 04-06-2016 Reviewer: CWC $ $ # Ref Description Drawing# Date 1 80482--CG 16097006 04/06/16 2 80483--C 16097007 04/06/16 3 80484--C1 16097008 04/06/16 4 80485--CGE 16097009 04/06/16 5 80486--GGE 16097010 04/06/16 6 80487--G 16097011 04/06/16 7 80488--BGE 16097012 04/06/16 8 80489--B 16097001 04/06/16 9 80490--EGE 16097002 04/06/16 10 80491--E 16097019 04/06/16 11 80492--E1 16097003 04/06/16 12 80493--DGE 16097020 04/06/16 13 80494--EJG 16097013 04/06/16 14 80495--EJ1 16097014 04/06/16 15 80496--EJ2 16097015 04/06/16 16 80497--A 16097005 04/06/16 17 80498--AG 16097004 04/06/16 18 80499--SJ1 16097017 04/06/16 19 80500--SJ2 16097018 04/06/16 20 80501--SJ3 16097016 04/06/16 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - CG) t chord 2x6 HF #2 2x4 HF #2 2 COMPLETE TRUSSES REQUIRED I 2 i 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 012.00" o.c. Bot Chord: 1 Row P 9.25" o.c. ;penial loads Webs : 1 Row P 4" o.c. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Use equal spacing between rows and stagger nails TC- From 72 plf at -1.00 to 72 plf at 17.50 In each row to avoid splitting. TC- From 36 plf at 17.50 to 36 plf at 26.94 4" o.c. spacing of nails perpendicular and parallel to TC- From 72 plf at 26.94 to 72 plf at 36.00 grain required in area over bearings greater than 4" BC- From 4 plf at -1.00 to 4 plf at 0.00 BC- From 14 plf at 0.00 to 14 plf at 19.06 120 mph wind, 22.47 ft mean hgt, ASCE 7-10, CLOSED bldg, Located BC- From 7 plf at 19.06 to 7 plf at 35.00 anywhere in roof, RISK CAT II, EXP B, wind TC DL=6.0 psf, wind BC BC- From 4 plf at 35.00 to 4 plf at 36.00 DL=4.2 psf. TC- 416.52 lb Conc. Load at 27.04 BC- 1732.93 lb Conc. Load at 19.06 Wind loads and reactions based on MWFRS. BC- 336.28 lb Conc. Load at 20.94,22.94,24.94,26.94 BC- 119.89 lb Conc. Load at 29.00 Provide lateral wind bracing per ITWBCG wind bracing details or per BC- 113.61 lb Conc. Load at 31.00,33.00 engineer of record. 2X3 studs require reinforcement at 70% of the length tabulated for 2X4 studs of the same grade. ;ee DWGS A12030ENC101014, GBLLETIN1014, & GABRST101014 for gable wind (racing requirements. Deflection meets L/360 live and L/240 total load. Creep increase _ factor for dead load is 1.50. his truss is not symmetercial and must be Installed as shown. TOTE: THIS TRUSS IS DESIGNED ONLY FOR THE CONDITIONS AS SHOWN. IF THESE COND OR INCORRECTLYTIONS FABRICATEDEITTRMAY NOTIFSBERUSS REPAIRABLE -IS REPLACEMENT 6X10418 MAY BE REQUIRED. W4 3X5 %: 3X5 T eodr° 6 6 3X5 3X5 9-1-3 „...•••••0000.0000000°°41.°77 W3 W6 W7 \ , N. �� 3 5 4 ..., 9 5 4 5 ■ 8 Z 3 S .4... 4 G 4 i 18-0-0 3X5= 2X4 III W5 3X5= \ 3X10(A5R)= 3X5=8X8 2X4111 4X12(B7R) 1-0-0 5X5(R) III 1-0-o 6-2-5 9-0-4 L. 5-7-13 I_ 5-7-13 6-11-0 I_ 5-7-13 -I-3-1-8 -I- 6-11-0 I� 5-7-13 _I 9-0-46-2-5 �I- �I 17-6-0 _I_ 17-6-0 _I Ec 35-0-0 Over 2 Supports R=3468 U=186 W=5.5" (2.854" min.) R=4622 U=274 W=5.5" (3.804" min.) dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.. ..p N. QTY:1 OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon 503)357-1118 ••WARNINGIas READ ANOFOLLOW ALL NOTES wTHIS ORAWINGI s REF R7175- 80482 ( ••IIPORTAIR.° FURNISH THIS DRAWING TD ALL COPRINCTORS INCLUDING THE INSTALLERS. '44r TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 r: ee thTrue require extreme care In fabricating, Sfety (handling. shipping, Installing d antl bracing. Refer to and follow cy�_ TC DL 10.0 PSF DATE 04/06/16 toe lrfort edition ties of ncti (Building. ocGoers sha Safety Information, by TPI and wand( for safety practices prior tc,C. 14p c n V to(chord ha these functions, Installers shall provide sheath teng and btom chongrd par all Unless noted attarwlse, �+ Vi/.7 tap chord shell have pons s o attached structural sheathing ant batten chore shat l have a properly d per BC BC DL 7.0 PSF DRW CAUSR7175 16097006 rigid ceiling. locations shown for permanent lateral restraint of webs mall have bracing installed per BCsI I A ILL=`11 N a the ionsJoin 83, ai or unless as applicable. Apply pietas to each faceoftoo and rd plate as stion above and on �T Rl4ra^ ILL=) Rha Joint Details, unlasa mtwa otherwise. Rarer to drawings 190A-Z for ssta standard plata pnaltie s. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ATM Building Components Group Inc. shell not be responsible for any deviation fres 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. ,(�, g {�I TOT.LD. 42.0 PSF SEQN- 30991 • A seal el th1s drawing or ewer pegs listing this drawing, Indict...ao pt nes or professional elyln..rir5 4' '�C 7, 19� �'Y reepel.reeponelbllity er'ehe Gu11ding DesiTor the gner par ANSI/TP� I SS.w.2 end"""""'°"""°Ter"°'"""""'"the 'STj p4 DUR.FAC. 1 15 FROM BB 8351 Rovana Circle 4p rya ST% Sacramento,CA 95828 For more Information see this Job's general rotes page and these web sites: ._.__._...--_. ,n.. -,.. ..... ___:__.---._-- , . _-- SPACI NC, 74.n" 1RFF- 1VPI 7175712 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 3X5 3X5 3X5 1 .5X4 1 .5X4 9-1-3 6 r ) lihhIIIIIIII,..... � 6 0001' 3X5= 5X7= 3X5-- P41114418-0-0 5X5(A2)= 5X5(A2)==- 1-0-0 X5(A2)1-0-0 1-0-0 lam, 6-2-5 5-7-13 5-7-13 5-7-13 5-7-13 6-2-5 9-0-4 8-5-12 8-5-12 9-0-4 I— 17-6-0 --I, 17-6-0 J 35-0-0 Over 2 Supports R=1588 U=66 W=5.5" (2.614" min.) R=1588 U=66 W=5.5" (2.614" min.) RL=153/-153 Design Crit: IRC2012/TPI-2007(STD) ALT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. D1OROp :8 OR/-/1/-/-/R/- Scale =.1875"/Ft. vssComponents ofOregon 503)357-2118 e'WARNINGIa• READ AND FOLLOW Au,NOTES ON THIS DIMING' �, BRAININGm ALL CONTRACTORS INCLUDING TH:INSTALI-ERS. � TC LL 25.0 PSF REF R7175— 80483 825 N 4th Ave,Cornelius OR 97113 aanpartTANree FURNISH THIS S. Trusses require extreme care In fabricating, handling, shipping, Installing and bracing. Refer to end follow the latest edition of BCsi (Building Component safety Information, by TVI and.TCA) for safety practices prior 1"59 9 TC DL 10.0 PSF DATE 04/06/16 to performing these functions. Installers shall provide temporary bracing per Bcsl. Unless noted otherwise, top chord hall have properly attached structural sheathing and bottomherd shall have a properly attached �. I _.,� BC DL 7.0 PSF rigid ng. Locations sheen,for permanent lateral restraint of webs shall have bracing installed per'Ks! DRW CAUSR7175 16097007 \IiALL -E N{E sections 83. ai or unless as noted oebie. Apply places Co wing face of Cru and position as shown eboVa and on the mint Details, shies rend ongeCo po Refer drawings 180A_z a forstandardplata any positions, BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITN Building Components Group Inc. shell not be responsible for anry tlevieLion from this a' drawing, any failure to build the truss In conformance with ANSI/TVI 1, or for handling, shipping, 9 AN ITW COMPANY installation A bracing of trusses. .�� 'fC.71 VO �� TOT.LD. 42.0 PSF SEQN- 30992 A spa ib thisy drawing or coverthe sign lisshown. s droving, I and use acceptance dr erg.forbr y s engineering is t d"T/NNW.I V' DUR.FAC. 1 .15 FROM BB ra.p.l,.ibl l icy solelyin for tlr MIT H,oM. The suitability 11ty sine use of chile drawing far.i structure I.T.II. 8351 Rosana Circle responsibility or ti,.Building Designer per ANSI/11.1 1 s.e.2. saClalneil[o,CA95828 For more Information sae this Job's general metas page and chase web altos: Renews:12/31(2017 SPACING 24.0" .IRFF- 1 VPI 7175712 THIS CMG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - C1) "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 .5X4111 ;. 1 .5X4111 3x5:000;000001000000°" X5 T 3X5 >x5 •• 3X5 -1-3 ` 6 44 . W2 ,� •0000,000.1.1±.#4..... 4 8X8= 4 018-0-0 / 5X7= 6X8= 1 .5X4 III 5X5(A2)= 5X5(A2) 1-0-0 1-0-0 7-1-1273-8 -vir.. 7-3-4 >I,c2-11-4 7 3 4-5-12 6-3-12 >I< 6-10-4 6-10-4 17-6-0 1_ 17-6-0 7-3-8 '1_ 7-3-4 —1' 7-3-4 —I— 13-2-0 35-0-0 Over 2 Supports R=1595 U=62 W=5.5" (2.625" min.) R=1593 U=63 W=5.5" (2.622" min.) RL=153/-153 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=296(096)/4{0} 16.01 .00.0 d QTY:8 OR/-/1/-/-/R/- Scale =.1875"/Ft. vss Components ofOre on (503)357-2118 `;WnRNINGI." REND AND FOLLOW N1 NOTES ON THIS ARARINGI 100.1 F 825 N 4h Ave,Cornelius OR9713 ..IMPORTANT” FURNISH IRIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, `''�i' 104 0 TC LL 25.0 PSF REF x7175— 80484 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 icti p cn E`11' _ TC DL 10.0 PSF DATE 04/06/16 o performing these functions.attached susnail provide temporary bracing per BCSI. Unless noted otherwise, cif 4659 Cop chord shall have properly ached structural sheathing and bottom chord shall have a properly attached `� �" BC DL 7.0 PSF DRW CAUSR7175 16097008 rigid ceiling. Locationsh for permanent lateral restraint of webs shall have bracing installed per BCSI �N ,4��0 �• sections 03. 87 or 810, as applicable. Apply pietas to each face of cru end position as shoes above and on N1/i i''t(4,J^� the Joint Details. unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division or ITW 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, •�' -'a instal on A of trusses. xsy • AN ITWCOMPANY A�il�i�i.droning '�or cover paw II.tlrlp U.I.Arawiro, Indicates am.ptaroe at profassi.nsi engineering * fFC 7l. t 198 '4. TOT.LD. 42.0 PSF SEAN- 30993 r..perl.Ibi i ity solely for the design abow1. The suitability end u.e of this drawing fon any structure is the /_A Q4 DUR.FAC. 1 .15 FROM BB 8351RonguaCircle r..pmnibility of the Building Designer per ANSI/TPI 1 S.e.2. V this genera' 44N W. C�A SPACING 24.0" .1RFF- 1VPI 7175717 Sacramento,CA 95828 For more information awe notes page end mese web sites: THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 :ngineer of record. 2X3 studs require reinforcement at 70% of the length design. :abulated 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, :e=1.10, CAT II & Pf=21.17 psf. ;PECIAL LOADS (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) "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 "C - From 131 PLF at 17.50 to 87 PLF at 35.00 5X5= "C - From 90 PLF at 35.00 to 90 PLF at 36.00 — IC - From 7 PLF at 0.00 to 7 PLF at 35.00 3X5' 3X5% 6 —16 01 4112 1(a 1430 9-1-3 '////////////////////////////////////////////////////// I////////////////////////////////////////////////////// / +18-0-0 3X5(A1)= 5X5 3X5(A1) 1-0-0 1-0-0 L— 17-6-0 _I, 17-6-0 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: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=296(096)/4(0) 16.01 .00.' QTY:1 OR/-/1/-/-/R/- Scale =,1875"/Ft. -ussComponents ofOregon (503)357-3118 "WAANINGI" READ AND FOLLOW ALL NOTES ON THIS DRAWING! 1,4V.1„.!7*E O825 N 4th Ave,Comehus OR 971]3 ••IIPQIiANra• FuanisN Tiu awiNs m ru cwmAcmRs IN0.IDING tie INsrALLERS. +tiTC LL 25.0 PSF REF R7175- 80485 Trusses require extreme care in fabricating, handling, shipping, installing and bracing. Refer to and follow TC DL 10.0 PSF DATE 04/06/16 the latest edition of BCSI (Building Component Safety Information, by TPI and NBCA) far safety practices prior 1 46 59 ~ to performing these functions. Installers shall provide temporary bracing par BCSI. Unless noted otherwise, It �m op chord shall have properly attached structural sheathing and bottom chord shall have a properly attached 1 BC DL 7.0 PSF DRW CAIJSR71 75 16097009 rigid telling. Locations shorn for permanent lateral restraint of webs shall have bracing Installed per BCSI 'f — O 1 . sections B3. B7 or B10, as applicable. Apply pieces W each faceof'truss aM position as shown above and an the Joint Details, unless noted otherwise. Refer to drawings 100A-Z for sstaMerd plate positions. Alpine. a division of ITN Building Ga is Groh Inc. shall not be responsible for deviation from this BC LL 0.0 PSF CA-ENG CWC/CWC J v g ampanen p espans any ..: ..' . drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. if 0 4.v TOT.LD. 42.0 PSF SEQN- 30994 A...l on this drawing Cr.over pegs listing this drawing, Indicates acceptance of prof...lanai engineering 4>T C.7.aS �6 . responsibility ity,.i.iy for the design.ho.n. The suitability ity.,d wee of thisdrawing for any structure is the �gyp DUR.FAC. 1 .15 FROM BB 8351 RavanaCircle responsibility of the Building Deergurr per ANSI/7P1 t S.w.2. 1aipyp.CV" Sacramento,CA 95828 Far more information see this Jabs general nates page and these web sites: +� -_ -_ - SPACING 24.0" .IRFF- 1VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - GGE) -op chord 2x4 HF #2 (**) 1 plate(s) require special positioning. Refer to scaled lot chord 2x4 HF #2 plate plot details for special positioning requirements. Webs 2x3 HF #2 120 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 'ngineer of record. 2X3 studs require reinforcement at 70% of the DL=4.2 psf. ength tabulated for 2X4 studs of the same grade. Wind loads and reactions based on MWFRS with additional C&C member ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 for gable wind design. Tracing requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live leflectlon 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, Ct=1.10, Ce=1.10, CAT II & Pf=21.17 psf. 4X5= OR 00000000000f, l P I 5-6-11 i r i, i FM 4111firgg //////.////////////////////////////////�///////////////'//,//////// `, 2X4(A1)= 1 .5X4(**) III 2X4(A1) 3X5= L2-6-0.›.1 Lj-6-0J 20-10-0 Over 2 Supports R=129 PLF U=1 PLF W=20-10-0 RL=5/-5 PLF dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. ussComponentsofOre on (503)357-2118 `�WARNINGI•• RFao Ivo FOLLOW ALL NOTES CR nus DRAWING' 0 -Op 825 N ttAve,Comelms OR 97113 ...IMPORTANT** FURNISH TM'S OwrINO m"u'CONTRACTORS INCLUDING THE INSTALLERS. �'<<f+ !r TC LL 25.0 PSF REF R7175- 80486 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 TC DL 10.0 PSF DATE 04/06/16 to performing these functions. tInstallers shall provide temporary bracing per BCS1. Unless noted otherwise, SI �,f�. 14859 '¢ op chord cei shell have properly sho a for pd structural hsheathing and bottom chordsl shall have a pr operly attached SC ;t: �" BC DL 7.0 PSF DRW CAUSR7175 16097010 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing lnscal bo per do ,4 L�� sections 83, 87 or B10, as applicable. Apply plates to each faceoftruss and position as shown above and on Tl the.loin Details. unless noted otherwise. Refer to drawings 180A_Z for standard plate positions. BC LL 0.0 PS F CA—ENG CWC/CWC Alpha, a division failure of Ibu Building Cospotruss Group Inc, shell n t be responsible for any ippiation from this drawing, any failure to Guild the truss in conformance with ANSI/TPI 1, or for handling. shipping, AN ITW COMPANY installation.bracing of trusses. /. TOT.LD, 42.0 PSF SEAN- 30995 eA...l an thl.dr.wing or coyer page I(sting this drawing, indic.t...o..ptance of pr.feeelon.I engineering /A\\144............000) 'fC 7, lip,reepmuibiIIty.ol.ly fur to design shoes. The suitability end use of this dr.wIng far«a structure is to , ' ��pDUR.FAC. 1 ,15 FROM BB 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 S.e.2. Sacramento,CA 95828 Far more information see this Jobs general nates page and theme web sites: wSPACING 24.0" JRFF- 1 VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - G) "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= 1 .5X4 1 .5X4 \111111111111111111:111V 5-6-11 ESWIIIIIIIIIIMIMIIIIIIIIII:allIlIllIll1.IIINIIIIMIIIIIMIIIIINIII42 UM 2'IMUNIMILN:NEMSER r-, 9-0-0 ,srl 3X5= 3X5= 3X5= 3X5(A1)= 3X5(A1) L1-6-0-I L1-6-0-1 lac 5-5-12 —I, 4-11-4 4-11-4 5-5-12 7-1-8 _l 6-7-0 l_ 7-1-8 '1 I, 10-5-0 I, 10-5-0 _.1 Fr: 20-10-0 Over 2 Supports { R=1015 W=3.5" (1.671" min.) R=1015 W=3.5" (1.671" min.) RL=98/-98 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. p10110p1, TY:5 OR/-/1/-/-/R/- Scale =.3125"/Ft. vss Components of Oregon 503)357-2118 •�NARN IND!•• NEAD MO FOLLOW ALL NCHES ON THIS avWINGi ••IIPORTANT. FURNISH THIS CRANING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. S TC LL 25.0 PSF REF R7175- 80487 825 N 4th Ave,Comehus O 97113 �� f Trusses require a trema re in fabricating, handling, shipping, installing and bracing. Refer to and follow /� the latest edition of RCSI(Building Component Safety Information, by TPI and WTCA) for safety practices prior 14659 '¢ TC DL 10.0 PSF DATE 04/06/16 to performing these functions. Installers shall provide temporary bracing per BCSI. Unless noted otherwise. S top chord shell have properly attached structural sheathing and bottom chord shell have s properly attachedrn ,�� rigid ceiling. Locations shon for permanent lateral restraint of webs shall have bracing installed per SCSI f f , BC DL 7.0 PSF DRW CAUSR71 75 16097011 to sections 83. 87 or 810, as applicable. Apply plates to eeoh face of truss and position as shown above and on _ Ethe Join,Details, unless noted otherwise. Refer to drawings 180A-Z for plate positions. Alpine, a division sl pn or I7W Building Co�onen s Group Inc. shall not be responsible for any deviation ion from this Lr NJ •,: BC LL 0.0 PSF CA-ENG CWC/CWC 4 drawing, any failure to build the truss In conformance with ANSI/TP1 1, or for handling, shipping, g �� AN ITWCOMPANY installation A bracing of trusses. 9 TO , O iy TOT.LD. 42.0 PSF SEQN- 30996 ...1 on this drawing or coyer p.o.listing this drawing, indicates.m.11s dr of fee'.. .l tc'.Iengineering0 /47I/Aa.. �NpQQ DUR.FAC. 1 .15 FROM BB responsibilityte swirly Pb.'the design shown. The suitability and u.e of this drawing for shy structure i.the 8351 Rovena Circle responsibility of he.Wuiiding Designer per ANSI/TPI 1 S.e.2. Sacramento,CA95828 For more information see this Jobs general notes page and these web sites: _ Ponaw¢•19I31l9o17 SPACING 24.0" .JRFF- 1 VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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. Trovide 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 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= 6r--- : ; ----] s i i i I 5-1-3 is i I i RN 000000 a 0 0 0fl — _ r " 18-0-0 ) ///////1 2/////// ////////// ////////�2X4 A 1 ' 1 -1 ' I— 9-6-0 _I, 9-6-0 J 19-0-0 Over 2 Supports sl 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/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.* QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. vssComponents ofOre$on (503)357-"!118 "WARN!NCsIea READ AND Fater ALL NOTES a THIS OMING! TQ D `' 8RF 825 N 4th Ave,Cornelius OR 97113 eeI1PCOTANr.a FURNISH THIS DRAINING TD ALL CONTRACTORS INCLUDING THE INSTAI LE ts. � "\ /!fir TC LL 25.0 PSF REF R7175- 80488 Trusses require extreme care in fabricating, handl) �L-‘' r ng, orating, Installing and bracing. Refer to ace follow R TC DL 10.0 PSF DATE 04/06/16 the latest edition of BCSI (Buildingst Component Safety Information, by TPI are gSCSI far safety practices prior /p C n A to performing these functions. Installersshallprovide temporary bracing per SCSI. Unless less noted otherwise, CC YV Jaz op chord shall have properly attached structural sheathing and bottom chord shall h a properly attached BC DL 7.0 PSF DRW CAUSR7175 16097012 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing Installed per BCSI l ', A Lk I,[1N 1�T. sections BD, i or 0l as oted other. eptly plates to each tion Of Z tours and position as stion above and on ' the Joint Details, unless noted otherwise. ReferGr to drawings 180A-lnot for standard peau nyseviat. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a y vision of ITN Building the truss Group Inc. shell not be responsible for any deviation from this t7. •- tlrawing, any failure co baled the truss in conformance with ANSI/TPI 1, or for handling, shipping, AN ITW COMPANY installation A bracing of trusses. nn 9 �" TOT.LD. 42.0 PSF SEQN- 30997 A*eel on this drwlro or cover page listing this drawing, indicates acceptance of prsfseelenal engineering 9 f`C 7, age responsibility solely der the design ental. The ellitbil icy ea me of this drawing far any structure le the 'y j` Q� DUR.FAC. 1 .15 FROM BB 8351 Rmana Cilcie reepantieility of the Building Designer per ANSI/TPI T See,2. ,�Nwr�V� Sacramento,CA 95828 For more Information see this Jobs general notes page and these web sites: .,n,..r. . .__,_...___ Td,. .___ ___. .,..... ......__ .__.___.___. _ _-.._._ SPAC I NG 74.0" 1RFF- 1VPI 71 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - B) -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. )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. 4X53X7= 1 .5X4 1 .5X4 I 6 f 4. 5-1-3 61 +18 0-0 / = 3X5(A1) 3X5(A ) L'...-0-OJ 5-0-4 I 4-5-12 4-5-12 ..1... 5-0-4 9-6-0 9-6-0 9-6-0 9-6-0 19-0-0 Over 2 Supports R=901 U=39 W=5.5" (1.5" min.) R=817 U=30 RL=77/-81 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. p1 N. TY:4 OR/-/1/-/-/R/- Scale =.375"/Ft. vssComponents of,oOregon (503)357-2l I8 ';'IM►RNI RNIa' HIS AND NG TO ALL NOTES ON THIS DRAWINGLURING' ec'/� TC LL 25.0 PSF REF R7175— 80489 825 N 4th Ave,Comehus O 97113 ..IMPORTANT*. FURNISH THIS DRAWING To Au caNmACTONs INCLUDING 111E INSTALLERS. �� 45:14§L' Trusses require extreme re in fabricating, handling, shipping, installing and bracing. Refer to aro follow .p -� TC DL 1 0.0 PSF DATE 04/06/16 the latest edition of tics! (Building. Inst Component Safety Information, by TPI and WBCA) for safety practices prior 14659 to performing these functions. Installers shell provide temporary bracing par SCSI. Unless noted otherwise, top chord shell have properly attached structural sheathing and bottom chord shell have a properly attached rigid cel I Ing. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI 1 t T _.i BC DL 7.0 PSF DRW CAUSR7175 16097001 L,,"3[1 lata actions 83. B7 or 810, as applicable, Apply plates to each race of trussand position as shown above and m A A the Joint Details, unless noted otherwise. Refer to drawings 100A-Z forstandardplate positions. ' `v'III1� BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITW Building Components Group Inc. shell rot ba responsible for any deviation 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. ,9 'it T OP TOT.LD. 42.0 PSF SEQN- 30998 A...l to this drawing Sr toyer p.o.listing nil.drawing, Indicates•ae.vt ne.of professional engineering /s1 • a QQ r«,on.lbl l ity solely for the design.lows. The suitabi l tty um of[hie drel.img far aro.tr,mtnrs the tip W.Cep DUR.FAC. 1 .15 FROM BB 8351 Roma Circle responsibility of the Building Designer par ANSt/1Pt 1 S.w.2. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites, SPACING 74 n 1RFF 1 VPI 7175712 a..,r. .a.. a.1,.a»nal NG THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - EGE) "op chord 2x4 HF #2 :T2 2x6 HF #2: (**) 1 plate(s) require special positioning. Refer to scaled tot chord 2x4 HF #2 plate 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 :ngineer of record. 2X3 studs require reinforcement at 70% of the DL=4.2 psf. ength tabulated for 2X4 studs of the same grade. Wind loads and reactions based on MWFRS with additional C&C member ;ee DWGS A12015ENC101014, GBLLETIN1014, & GABRST101014 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. iPECIAL LOADS (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) "C - From 90 PLF at -1.00 to 90 PLF at 0.00 "C - From 87 PLF at 0.00 to 108 PLF at 8.25 4X5= 'C - From 108 PLF at 8.25 to 87 PLF at 16.50 - "C - From 90 PLF at 16.50 to 90 PLF at 17.50 6 IC - From 7 PLF at 0.00 to 7 PLF at 16.50 /1 3X7 i i i • 6 4-5-11 i aoopppliiP14 r i I m • 9_0_0 /ba 2X4(Al)= 1 .5X4(**) III 3X5 A1)= 41 ' 5-6-0 L 11-0-0 - 1 ' 11-0-0 + 5-6-0 I, 5-0-3 J _ , 3-2-13 L 2-2-14 0� 6- 12 5-6-0 J F 16-6-0 Over 3 Supports { R=447 W=3.5" (1.5" min.) R=746 W=5.5" (1.5" min.) RL=75/-75 R=814 U=5 W=5.5" (1.5" min.) dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. DIOROorE. :1 OR/-/1/-/-/R/- Scale =.375"/Ft. use Components of Oregon (503)357-2118 "WARN� INGIe• READ No Felon NOTES a Tele OWNING! �` � * TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 aa1 ' MINIM THIS RIMING To ALL CONTRACTORS INCLUDING T1# INSTALLERS. '" REF x7175- 80490 Trusses require extreme re In fabricating, handling, shipping, installing and bracing. Refer to and follow the latest edition of SCSI(Building Component Safety Information, by TPI and WTCA) for safety practices prior �yw TC DL 10.0 PSF DATE 04/06/16 • � r.hng. Locations shown for permanent lateral r rain of webs shall have bracing installed per SCSI ; 14659 BC DL 7.0 PSF DRW CAUSR7175 16097002 A LlP EI N= sections 83, 87 or 810, as applicable Apply plates to each faceoftrussand position as strewn above and on IIIb-�` the mint Details. unless tad otherwise. Refer m drawings 180A-Z forstandardpieta positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITY Building Components Group Inc. shall not be responsible for any deviation from this .".w.,e' • drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, �/ -- AN rfW COMwANV installation.bracing of trusses. Sit IA,, TCO.7,VP Q TOT.LD. 42.0 PSF SEAN- 30999 • A.pe on my tromp or mer sign flirting this dtIndicates end .ao f thio dr gr far a y structure.atla..rlrp '�l/,BMW.CO DUR.FAC. 1 .15 FROM BB r.seal ability solely for eh.r p ge.heti Thei suitability rawin Ihl.ar ep a arof p roc nipr1 .ngnengineering the 8351 Rouen Circle responsibility of the Wilding Resigner per ANSI/TPI 1 S.a.2. Saclanlento,CA95828 For more information nee this job's general notes page and these web sites: Renews:12/31/2017 SPACING 24.0" IRFF- 1 VPI 7175717 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - E) "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= 1 .5X4 1 .5X4iii s 4� �'�� 6 4-5-11 ME ME CV NOR9-0-0 3X5= 2X4(A1)= 3X5= 2X4 Al) L1 '�,- 5-6-0 11-0-0 >11 ' ,-1 4-4-12 _l_ 3-10-4 �_ 3-10-4 4-4-12 5-8-3 l_ 5-1-11 5-8-3 L- 8-3-0 _I, 8-3-0 _I 1 16-6-0 Over 3 Supports R=268 W=3.5" (1.5" min.) R=534 W=5.5" (1.5" min.) RL=75/-75 R=798 W=5.5" (1.5" min.) Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. © 0 TY:2 OR/-/1/-/-/R/- Scale =.375"/Ft. iiss Components of Oregon (503)357-3118 "WARNING!" READ ARM FOLLOW ALL NIMES ON 111.6DOMINGI >,:ifirArrl!'- TC LL 25.0 PSF REF R7175- 80491 825 N 4th Ave,Cornelius OR 97113 ••11pO tTANre monism THIS DRAWING lD ALL constsCIORS INCLUDING THE INSTALLERS, 45.:,,,;414.. Trusses require extreme re In fabricating, Saftlling,Information, Installing and bracing. Refer to and follow 14659 ''Q TC DL 10.0 PSF DATE 04/06/16 1 the latest edition of BCSI (Building Canponont Safety Informetl on, by TPI and MTG) for safety practices prior to performing these functions. Installers shall provide temporary bracing per SCSIs Unless noted otherwise, AC top chord shall hove properly at tech " ed strUCt rel 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 , I, I _.I r. BC DL 7.0 PSF DRW CAUSR7175 16097019 • sections 63. 87 or 810, as applicable. Apply plates to each face of trussend position as shown above and on heJoint Retails, unless noted otherwise. Refer co drawings 100A-z for Standard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC A�I.JO N Alpine, a divisionof ITR Building Components Group Inc. shell not be responsible for any deviation from this ` .:. -_a.. tie 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. 6 'F B9 �" TOT.LD. 42.0 PSF SEQN- 31000 A seat en this drawing or cover p.D.listing this droning, Indieat...eeapt nes of prof..Ionel engineering 7 C•7, 19 R responsibilityisolely of the 1.01.thhe design IgIpl.r ANSI/D.1 ta Bae z.�'�of this drawing for any structure is the ?15 OUR.FAC. 1 .15 FROM BB 8351 Roma Circle /srdN�,cN Q - Summ ao,CA 95828 For more information see this Job's general notes page and these web sites: m,n,.,r. ..... .,---..._....,...,aa.. SPACING N(; 74.()" )RFF- 1VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - El) -op chord 2x4 HF #2 120 mph wind, 15.00 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. 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 /1 1 .5X4�� 1 .5X4 6 • INs6 �� s 4-5-11 3X5% If IA 0-7-15 inWal 5X5(E1)= M 3X5 3X5= 2X4 A1) 4-10-8 >I, 11-0-0 „ji0—OJ L 3-9-4 _I_ 3-10-4 _I_ 3-10-4 i_ 4-4-12 5-0-11 _l_ 5-1-11 _l_ 5-8-3 I— 7-7-8 —I, 8-3-0 _I E15-10-8 Over 3 Supports 2 R=153 R=807 W=5.5" R=529 W=5.5" (1.5" min.) RL=66/-65 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 a QTY:1 OR/–/1/–/–/R/– Scale =.37511/Ft. iiss Components of Oregon (503)357-1118 "WARNINGIee READ AND FOLLOW ALL NOTES ON TN1S DRAWING! OFF 825 N 4th Ave,Cornelius OR 97113 ^INPORTANTae FURNISH THIS DRAWING TO ALL DONTNACTORB IMLIDING TME INSTALLERS. � + TC LL 25.0 PSF REF R7175– 80492 Trusses require entreme c re in fabriceting, hanAlieg, shipping, installing antl bracing. Refer to antl follow "`''r . the laterm edition gf recti (Solid t 0aponent Safety Information, by ci and rBCA, far safety practices prior tpd 14859 F,Q TC DL 1 0.0 PSF DATE 04/06/16 ... to performing these functions. [installers shall provide temporary bracing per BCS1. Unless noted otherwise, /ys top thorn shall have properly attached structural sheathing and bottom chord shall have a properly a tachwd rlgitl tel ling. Lgcatima Shawn.nr parmanont:::::'t7:2= atereh restraint of webs shall have braoing instal lad per 8051 , BC DL 7.0 PSF DRW CAUSR7175 16097003 ectl ons 83. 87 or 810, es eppllable. Apply plates Ce each face oT Cru ono ppsltion as shown above antl on f Tf (I o)[N ,' the Joint Details, unless noted otherwise. Refer to drawings 180A-Z for standard plate positions. lii BC LL 0.0 PSF CA–ENG CWC/CWC /�1 L�� Alpine, a division of ITA Building us Components Group Inc. shall not be responsible for any deviation from this e -'. drawing, any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping. TOT.LD.LD. 42.0 PSF AN ITW COMPANY installation a bracing of trusses. V A...1 .e this drawing or corer p.g.listing this drslq, indicates sooept nee.f pfef eelal.i engineering .9 'FC, 7, �9.69 ti# SEAN– 31001 responsibility solely for the design shown. The suitability end use.f tale drawing for any structure ie the /ON_ • .a OW OUR.FAC. 1 .15 FROM BB 8351 Rovana Circle responsibility Of the Building Weidner per ANSI/TPI 1 s.e.2. SeclaRlenIo CA9s8z8 Far more information bee this Jabs general note page and these web site=: SPAC I N(; 74.C)" JRFF- 1VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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. ;PECIAL LOADS (LUMBER DUR.FAC.=1.15 / PLATE DUR.FAC.=1.15) 'C - From 90 PLF at -1.00 to 90 PLF at 0.00 -C - From 87 PLF at 0.00 to 101 PLF at 5.50 'C - From 101 PLF at 5.50 to 87 PLF at 11.00 -C - From 90 PLF at 11.00 to 90 PLF at 12.00 IC - From 7 PLF at 0.00 to 7 PLF at 11.00 4X5 6 I — 1 6 3-1-3 a -0 1 a o ,///////// /////// /i9-0-0 2X4(A1)- 2X4(A1) 11 >I L 11 1, 5-6-0 _I, 5-6-0 J 1 11-0-0 Over 2 Supports R=284 PLF W=2-8-8 R=284 PLF W=2-8-8 RL=20/-20 PLF dote: All Plates Are 1 .5X4 Except As Shown. Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00, a116Rok TY:1 OR/-/1/-/-/R/- Scale =.511/Ft. vas Components ofCornelius (503)357-2118 �WARNI RNI H HEAD A10 FOLLOW All NOTES a THIS INCLUDING �'t� F TC LL 25.0 PSF 825 N 4th Ave,Comehus O 97113 ""�r�' E"�"""THIS DRAINING T°All CONTRACTORS II/I11A11/6 7XE INSTALLERS. �� , REF R7175- 80493 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'MBCA) for safety practices prior }ym 1 46 5 9 'Q TC DL 10.0 PSF DATE 04/06/16 to performing these functions. Installers shall provide temporary bracing per BCS1. Unless noted otherwise• rem top chord shall have properly attached structural sheathing and bottom chard shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI ',loom, BC DL 7.0 PSF DRW CAUSR7175 16097020 ,4 I LO 1� sections 83, 87 or B1G, as applicable. Apply plates to each faceoftruss and position as shown above and on — the Jonnt Details, unless rota.etherwice. Refer to drawings 1BGA-Z for stadtlard plata positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpl re, a tllvi slon of ITN Building Coupments Grcup Inc. shell n t be resporeible for cry deviation Prdn this e.:+-.'��. drawing, any failure to Wild the truss in conformance with ANSI/TPI 1, or for handling, shipping, V AN ITWCOMPANY installation a bracing of trusses. 'FC 191,9 �Ie of TOT.LD. 42.0 PSF SEAN- 31002 semi sl on this drawing or sever pegs listing this hs drawling, esacceptanceng, Indicate*acceptance of professional engineering 44/49,„ S 'lo responsibility solely fer the design shown. The wltabi l ity end nee of this drawing for any structure le the ngNwe Cr'% DUR.FAC. 1 .15 FROM BB 8351 Roma Circle responsibility of the Building Designer per ANS1/7P1 1 See.2. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: ._._-,_...__-. .....tn,. ._--__-. __.__.-_—._-- Dennu...rylt.Mid." SPACING 24.0" JRFF- 1VPI 7175717 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 inywhere 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 Bind 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 Deflection meets L/360 live and L/240 total load. Creep increase oad applied per IRC-12 section 301.5. factor for dead load is 1.50. R=148 6 I �, 18-11-12 \`l 1-3-4 I 1 �, 18-0-0 It 2X4(A1) �1-c >�< 1-10-3 6-1-13 1 1 8-0-0 Over 3 Supports >{ R=186 U=20 W=5.5" (1.5" min.) R=114 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. p1RIRopF TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponentsofOregon (503)357-2118 "WARNING!" READ AND FOLLOW ALL NOTES ON Ons ORATINGI TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 a♦IIPORTANra• FURNISH THIS DRAWING m ALL CONTRACTORS INCLUDING 1HE INSTALLERS. c..4`,/r- 5 �f"�'�`nREF R7175- 80494 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to end follow /' 14659 9 • TC DL 1 0.0 PSF DATE 04/06/16 the latest edition of SCSI (Building component safety Information, by TPI and R(CA) for safety practices Prior to performing these functions, Installers shall provide temporary bracing per SCSI. Unless noted otherwise, 4 r top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached ,m rigid ceiling. Locations shown far pe. enent lateral restraint of webs shall have bracing installed per SCSI ialeillgElliiBC DL 7.0 PSF DRW CAUSR71 75 16097013 A[L��Q N E sections 83. 87 or Bnl, as noted other Apply perces to each feces of truss and rd plate as ation above and o the Joint Details. "news rated angCompo. Refer to drawings 100A-loot far responsible Plate posinyde deviation BC LL 0.0 PSF CA-ENG CWC/CWC s. Alpine, a division sf on of ITA Building Components Group Inc. sheet not be resPomible for any tleviatfon from this s- -• ♦ drawing, any failure to build the truss In conformance with ANSI/TPI 1, or for handling, shipping, V AN ITW COMPANY Instaelat1on.bracing or trusses. 9 'FC 7 lgag w TOT.LD. 42.0 PSF SEQN— 31003 ` or ion oi of this drawing or cover pogo listing this drawing, Indlrtes acceptance of professional engineering I6 1 QQ responsibility solely for tho design shown. The suitability end lm use of this drawing for anon structure is GM. t/AMW.��p` DUH.FAC. 1 .15 FROM BB 8351RovNlaCircle rpoNiw biiicy of Building Daaiglfer per ANSI/TOI 1 sea.2. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: Ranpwcr 1//31/7(117 SPACING 74.0" .1RFF- 1 VPI 717571 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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. )eflection meets L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. 1 r, 19-11-12 / R=131 U=13 61 2-3-4 i .118-0-0 lEt 2X4(A1) 1.c.1-0-01 3 < 3-10-3 4-1-13 >I k8-0-0 Over 3 Supports R=286 W=5.5" (1.5" min.) R=113 RL=48 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=296(096)/4(0) 16.01 .00.4 ,i.OF ITY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. 1 •*WARN INGI•• REM AND FOLLOW ALL NOTES aN THIS ORPIIINGI TlssComponentsofOregon 1503)357-_l18 ••INPQITANr•• FURNISH This DRAWING TO ALL CONTRACTORS INCLUDING TOE INsrALlais ��' /'!�' � � TC LL 25.0 PSF REF R7175- 80495 825 N 4th Ave,Cornelius Oil 97113 !.["r Trusses require extreme care in fabricating, handling, shipping, Installing end bracing. Refer to and follow the latest edition of SCSI (Building Component Safety Information, by TPI and WTCA) for safety practices prior 14859 'Q r TC DL 10.0 PSF DATE 04/06/16 to performing these functions. Installers shall provide temporary bracing per SCSI. Unless noted oherwise, Ct top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached i-1 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI ;.�T, BC DL 7.0 PSF DRW CAUSR7175 16097014 A '�O`O N sections 03. 87 or unlB10ess as appinoted other Apply plates Co with faceofCru and rd plate as shown tion above and p if�4J� J aha ane, Details, pof IT rotas otherwise.Components o po Refer to Inc.drawShangs 180o-Z a forstandardplata positions. malle BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a y vision of Ibu Building the truss in Group Inc. shall not be responsible for than for any deviation Rdn this e._ ..4., awing, any failure to bulla the trues in conformance with ANSI/Tpi 1, or for handling, shipping, ' AN ITW COMPANY installation a bracing of trusses SEQN- A semi m this trwlro or me.r pegs listing this suitability iRald wee of this dr of g for elm,.! engineering cpky Tr 19�AQQ ~ OUR.FAC. 1 .152. PSF FROM 8831004 r«emir!el l lty solely for w design pegs.hews. The.drawin/,tY.lM tes or this drawing for.ro al uctureengine I.the Ayy� 8351 Rovana Circle responsibility of the Building Designer per ANSI/TPI 1 S.o.2. '*ne f� Sacramento,CA 95828 For more information see this Job's general notes pe n V SPAC I N(' 2 and rheas web aitee' , 4.n" .1RFF- 1VPI 7175717 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 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. 0 40-11-12 I R=188 U=27 6 � 3-3-4 0111111111111111111 J # 18-0-0 i 2X4(Al)= . L2o� 5-10-3 >l< 2-1-13 >> l8-0-0 Over 3 Supports >{ R=362 W=5.5" (1.5" min.) RL=69 R=120 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.1 ..,d 'r.� QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents of Oregon (503)357-3118 `�WARNINGI•• READ Aro Fara ALL NOTES ON THIS DRAWING! +�QQ , TC LL 25.0 PSF REF R7175- 80496 825 N 4th Ave,Cornelius O 97113 "r T FURNISH THIS DRAWING T°ALL CONTRACTORS INCLUDING THE INSTALLERS. �y 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 TVI and 11TCA) for safety practices prior 14659 'QTC DL 10.0 PSF DATE 04/06/16 to performing these functions. Installersshall provide temporary bracing per BCSI. Unless noted otherwise, cc. r- tap chord shall have properly attaphad stn"ctural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 16097015 rigid telling. Locations shown for permanent lateral restraint of webs shall have bracing installed per BCSI r t All r actions 63, 67 or B10, as applicable. Apply plates to each face of trussand position as shown above and on All [p IN Ir Che Joint Details, unless noted otherwise. Refer to drawings 160A-Z for tandard plate positions. BC LL 0.0 PSF CA-ENG CWC/CWC ('Il-tel Illl�� Alpine, a division of 17W Building Components Group Inc. shall no,be responsible for any deviation from this a., a ' drawing, any failure to build the truss in conformance with ANSI/TVI ,, or far handling, shipping, ,fe'T ,004, c' TOT.LD. 42.0 PSF SEQN- 31005 AN RW COMPANY installation A bracing of trusses. 9 A.awl on this drawing or cover page listing this drawing, Indlaates acceptance of prorawlonal engineering , reepwrlel l Ity.f the tor the Builung esign Designer par Tho ANSI/Telsuit ili 2.end 000 of this arwlng for aro structure I.the �yt'j sQ DUR.FAC. 1 .15 FROM BB 8351RovaeaCircIe 4Mw.G� Saciamento,CA 95828 For more information see this Job's general rotes page and these web sites: m,a,.,r. ........_._:__._...__- nn. ......_-,_-_ __- .. ...... ___.__.-_—_- . . - _ ._._..__._ SPACING 24.n" JRFF- 1VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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. leflection 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 4X5111 iiiii 6 ( 4-4-3 w/ 18-0-0 mmmi 1 .5X4[9] III 2X4(A1) L- 7-9-4 2I�i2 I 8-0-0 F8-0-0 Over 2 Supports R=431 W=5.5" (1.5" min.) R=336 U=33 RL=93/-22 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 QTY:4 OR/-/1/-/-/R/- Scale =.5"/Ft. -uss Components ofOr on (503)357-2118 YeWARNINGI m" an FOLLOW ALL NOTES ON THIS OvrINBI �D Op 825 N 4tth Ave,Comes OR 97113 **IMPOIRNR.e FURNISH THIS DRAWING TO"u CONTRACTORS INCLUDING 111E INSTALLERS. •`1' F TC LL 25.0 PSF REF R7175— 80497 Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latestedition of SCSI(Building Component safety Information, by TPI and NTCA) for safety practices prior �� 1 48 5 9 4 ' TC DL 10.0 PSF DATE 04/06/16 to performing these functions. tInstallers shall provide temprary bracing per BCSI. Unless noted otherwise, /yy top chord shall have properly etre..structural sheathing and bottom chord shall have a properly attached ` r- rigid ceiling. Locations show„for permanent lateral restraint of webs shall have bracing Installed per BCSI BC DL 7.0 PSF DRW CAUSR71 75 16097005 sections 63. 67 or B10, as applicable. Apply plates to each(ace of truss and position as shown above and on e 1 t _.' �L�)�N Lha�pint Detaf Is, unless noted nAhorwlsa. Refer to drawl,:=iBnA_Z far standard plata posl0fona. BC LL 0.0 PSF CA-ENG CWC/CWC f=1 Al pl re, a df vi sign of ITR Building truss inents Group Inc. s nil not be Tor for ibla for any tlppi ng, tram this drawing. any failure to build the in conformance with ANSI/TPI 1, or for handling, shipping, •:� ..,. AN ITW COMPANY Installation&bracing of trusses. 'W " TOT.LD. 42.0 PSF SEQN- 31006 + - r..popo..ibil this sol.iy'Wfor cover listing TThe suitabilityi. Indicate*-^o`r'bs giro four 5151 structure le the ng 9' ,��(- T, ig�19 �� f.sponsibi l ity Sr w Building O«lpn.r per ANS1/11.1 1s.e.2. S�'' 4Q DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle f4/1 6 , Sacramento,CA95828 For more information see this job's general notes page and these web sites: e SPACING 24.0" ARFF- 1VPI 7175717 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car Ma -- master master , OR - AG) 'op chord 2x4 HF #2 Special loads lot chord 2x6 HF 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 )L=4.2 psf. 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 4.50 6] W4X8 S 1.25 :10] W4X5 1.75 R 2.25 1 .5X4111 i 4X8[6] 6 ) A. ,. 4-4-3 wi. III MI ►=.� J 18-0-0 d 1 4X8[5] III 4X5[10] 4X5(A1) 1"12 4-6-0 3-6-0 k8-0-0 Over 2 Supports >I R=2169 U=105 W=5.5" (3.571" min.) R=1733 U=88 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.41."1' vOR04.: :1 OR/-/1/-/-/R/- Scale =.511/Ft. 'MS Components of Oregon (503)357-2118 ` WARNINOImm READ AM FOLLOW ALL NOTES ON THIS DRAWING! TC LL 25.0 PSF 825 N 4th Ave,Cornelius OR 97113 'enranwr' FURNISH THIS DRAWING TO ALL carTpINCLUDINGSTAL cmns INCLUDING l!�INLeas. �// 4 REF R7175- 80498 a r Tresses require tema re in fabricating, handling, shipping, Installing and bracing. Refer to and follow the latest edition of tics' (Building Component Safety Information, by TPI and wTCA) for safety practices priorAC 14659 r. TC DL 10.0 PSF DATE 04/06/16 f to performing these functions. Installers shell provide temporary bracing per SCSI. Unless noted otherwise, top chord Snell have pons shown attached strucpermanent sheathing restr end bottom chord shal shall have a properly d per ed BC '1141104112:10 .,flyT ' BC DL 7.0 PSF DRW CAUSR7175 16097004 rigid tailing. Locations shown for permanent lateral restraint of webs shall have bracing installed per 8C51 �tr^•-_ ,4=—�[P[1 IN IF theCl Ms 03. B7 or unl es apploted Other Apply plates to each face oof trufor and position as sMsw above and on the Joint Gatoil,, unless natal atharwipo. is Gr up drawingsinc. ,BGA-Z for standard pieta positions. BC LL 0.0 PSF CA-ENG CWC/CWC Alpine, a division of ITN Building Components Group Inc. shell not be responsible for any deviation frdn this a„, 0' drawing. any failure<n mild the truss conformance with ANSI/TPI or for handling, shipping, 470 7 v0P A TOT.LD. 4 2.0 PSF SEQN- 31015 AN ITW COMPANY installation clny a bracing of tresses. �i A seal on this rwing or ower paps listing this drawing, Indicates acceptance of pncfeesian.I engineering responsibility solely Pb,the design shown. The.,ItebI l lty end u...f thin drawing fat any structure is the �ndM Wt 6 DUR.FAC, 1 .15 FROM BB 8351 Roma Circle reapauiblilty.f the Building D.elgear per ANSI/TPI t s.p.2. Sacramento,CA 95828 For more information see this Jobs general notes page and these web sites: 11 .,n,er. ........_._. ._...---. nn. ....... Renews:12/31/2017 SPACING 24.01RFF- 1 VPI 7175717 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ;0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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. R=36 U=6 61 f18-11-12 1-3-4 i-11 18-0-0 00Igligill'illi 4.2X4(A1)= R=25 (1.5'1 min.) 1.,2 00>�1-10-3 0-2-9 1-11- Over 3 Supports R=193 U=4 W=5.5" (1.5" min.) RL=27 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00.0 QTY:1 OR/—/1/—/—/R/— Scale =.5"/Ft. Tess Components of Oregon (503)357-1118 wwwARNpNGl•w READ AND FOLIA ALL NOTES ON THIS DRAWING! Q1t� -0,4- TC LL 25.0 PSF 825 N 4th Ave,Cornelius O 97113 ••"OTTANI•• FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING TUE INSTALLERS. ��!" REF R7175— 80499 Trusses require extreme re in fabricating, handling, shipping, Installing and bracing. Refer to and follow ` the latest edition of BCS;(Building Component Safety Information, by TPI and WTCA) for safety practices prior w TC DL 10.0 PSF DATE 04/06/16 S o performing these functions. Installers shall provide temporary bracing par BCS1. Unless noted otherwise, u.� 1 48 59 9 top chord shall have properly attached structural sheathing and bottom chord shall have a properly attached BC DL 7.0 PSF DRW CAUSR7175 16097017 rigid ceiling. Locations for permanent lateral restraint of webs shall have bracing installed per BCS) AilrL.lO)-� sections 63. 67 or 610. as applicable. Apply plates to each face of trussand position as shown above end on . 0. IIILL��J the Joint Details, unless noted otherwise. Refer to drawings T6oA-:fortandard plate positions. Y BC LL 0.0 PSF CA—ENG CWC/CWC Alpine, a division of I7W Building Components Group Inc. dull not be responsible for any deviation from this drawing, any to build the truss in conformance with ARSI/TPI 7, or for handling, shipping, •.�--�', AN ITWCOMPANY Installation A bracing of trusses. ft zr TOT.LD. 42.0 PSF SEQN— 31008 • A pal on this droning Cr cover page fleeing hale drawing, Indicates.ww.pt nee.f prer«.Io..l engineering 9 fi •7m 19% responsibility solely for the design eh* The.wlt.blI Ity and use Cr hale drawing for any structure Is the /Op��N ��AQQ DUR.FAC. 1 .15 FROM BB 8351 Ravana Circle responsibility Cr the Building Designer per ANSI/1P1 1 S.t.2. Sacramento,CA 95828 For more information see this job's general notes page and these web sites: W a,. .. par.... ..._. _—, _._-.--- err. ....... ,_ SPACING 74.n" JRFF- 1VPI 717571 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 L/360 live and L/240 total load. Creep increase factor 'or dead load is 1.50. R=106 U=17 (1.5" min.) 6 I19-11-12 2-3-4 i-0 IIIIIIIIII r. �, 18-0-0 R=42 U=3 2X4(A1) Lc:1-0-0� 1-11-4 ›,1-c2-0-7 >l -3-10-3 Over 3 Supports H R=234 U=1 W=5.5" (1.5" min.) RL=48 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=2%(0%)/4(0) 16.01 .00. . -. QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. -uss Components of Oregon 503)357-2118 "WARN READ Aw FOLLIES ALL NOTES ON THIS DRAWING' 4(4 IRF 825 N 4th Ave,Cornelius OR 97113 mm11 ORTANTa• FINNISH TMIS DRAWING TO ALL CONTRACTORS INCLUDING TME INSTALLERS. TC LL 25.0 PSF REF R7175- 80500 Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to aro follow CD �• the latest edition of SCSI (Building Component Safety Information, by TPI and MCA) for safety practices prior k,, 14659 F,,¢ TC DL 10.0 PSF DATE 04/06/16 to performing these functions, Installers shall provide temporary bracing per BCSI, Unless noted otherwise, 4C r- op chord shall have properly a[tabled structural sheathing aM bottom chord shall have a properly a tached BC DL 7.0 PSF DRW CAUSR71 75 16097018 rigid ceiling. Locations shown for permanent lateral restraint of webs shall have bracing installed per SCSI i 1e A I�I..IO - N ch.Join 63. ai or on as applicable. Apply Haters to each fete of cru and position as shown above and on — the Joint Details. unless rotetl Otherwise. Refer to drawings,BGA-Z for standard plata positions. BC LL 0.0 PSF CA-ENG CWC/CWC L—, Alpine, a division of ITa Building Components Group Inc. shall not be responsible for any deviation from this e drawing, any failure to(wild the truss In conformance with ANSI/TPI 1. or for handling, shipping, AN ITW COMPANY installation.bracing of trusses. 9 �"A TOT.LD. 42.0 PSF SEQN- 31009 s A.wl on this Greying or cover page lifting this drawing. Indicates acceptance of professional .mgIn.ering 41,0 rFt+. 7,19� 'V responsibility solely��iG g A,�I.��`,"" z."'°""or this Greying for COY•tnmtlre Is the 41 j #.0. DUR.FAC. 1 .15 FROM BB 8351 Rovana Circle dMwe yP Sacramento,CA 95828 For more Information see this Job's general rotes page and these web sites: . 0,—. ...._.._._.__._...---. .a,. __..._-,--__--. --.. .._....___.__-_-.__-. -- . _-- - ._._..__._ SPACING 74.O" 1RFF- 1VPI 7175712 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :0416054--PARR FOREST GROVE -Riverside 2626 B 3 Car 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 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 (1.5" min.) �� 70-11-12 -3-4101111111711111111111111111111111111111111111111111111111111111111111111111111111111111111111111111111116 +18-0-0 2X4(A1)= R=116 U=17 1.„1-0-0;�< 1-11-4 >lc 4-0-7 >) (` 5-10-3 Over 3 Supports >{ R=246 W=5.5" (1.5" min.) RL=69 Design Crit: IRC2012/TPI-2007(STD) 'LT TYP. Wave FT/RT=296(0%)/4(0) 16.01 .00. p1I6RoFF TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. vssComponents ofOregon (503)357-'?118 ''WARN 11101** READ NO RUIN ALL NOTES ON THIS CRATING' '�� TC LL 25.0 PSF REF R7175- 80501 825 N 4th Ave,Cornelius OR 97113 .oflim TAtm• FURNISH THIS DRAWING TO ALL CO(IRACTORS INCLUDING TIIC INSTALLERS. �� w�e Trusses require a trema re In fabricating, handling, or aping. Installing and bracing. Refer to and follow 14659 9 P TC DL 10.0 PSF DATE 04/06/16 i the latest edition of BC51 (Building Component Safety Information, by TPI and WTCA) for safety practices prior to4111166,, performing these functions. Installers shell provide temporary bracing per 6461. 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 BCsI I.WILOTErgi BC DL 7.0 PSF DRW CAUSR7175 16097016 Al�C��O�� sections 63. 67 or S10, as applicable. Apply plates to each'Hee of trussand position as shown above and on Cho Joint Details, unless noted otherwise. Refer top drawings 1BOA-Z forsterdartl plate posltlonK. I hAiPlr-, a tlivision of ITR Building-----.n s GrouIna. shall n t ba respornibli far any deviation from this _.,... BC LL 0.0 PSF CA-ENG CWC/CWC drawing, any failure to Wild the truss In conformance with ANSI/TPI 1, or for handling, shipping, nn r - AN ITW COMPANY instei1.cl...bracing of trusses. '`C 1s0 rir TOT.LD. 42.0 PSF SEAN- 31010 A eesspo 1b this drawing Cr.heir sign listing this oislr I l y indicates oes.pbro..I grfor any structengineure t '�t�"'�ffe C�pQQ DUR.FAC. 1 .15 FROM BB Aespeeibl l its a le for fie design Mewl. The is d a i l,ti rho Its of NI..r.0 rig for.ear.trestle.rI t11. V 8351 Rovalla Circle responsibility of the Building Designer per ANSI/1P1 1 S.e.2. Sacramento,CA 95828 For more Information sae this Job's general notes page and these web sites: .-,_ ai -._...__-. m.. ._ __-. r... ........__ . _ .---__-. .- .. _-- 4ole4/1n47 SPACING 24.0" 1RFF- 1VPI 7175712 Gable Stud Reinforcement Detail ASCE 7-10 120 mph) Wind Speed, 30' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Dr, 100 Mph Wind Speed, 30' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.00 O6 100 mph Wind Speed, 30' Mean Height, Enclosed, Exposure D, Kzt = 1.00 2x4 e Brace (1) 1x4 'L' Brace * (1) 2x4 'L' Brace w (2) 2x4 'C' Brace ** (I) 2x6 ' ' Brace w (2) 2x6 'L' Brace wx Bracing Group Species and Grades, Gable Vertical \ L 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'. i Spruce-Pine-Fir Hem-Fir — #1 / #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' qt / 42 Standard #2 Stud L - 'G #2 4' 4' 7' 2' 7' 8' 9' 1' 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0' 14' 0' 43 Stud 43 Standard l_ Stud 4' 4' 7' 2' 7' 7' 9' 1' l 9' 5' 10' 10' 11' 4' 14' 0' 14' 0' 14' 0" 14' 0' 0 Standard 4' 4' 6' 2' 6' 7' 8' 2' 8' 9° 10' 10' 11' 4° L2' 10' 13' 9' 14' 0' 14' 0' Oou.los Fir-Lorch Southern Pinewxa 0 41 4' 10' 7' 11' B' 2' 9' 4' I 9' 8' 11' 1' 11' 6' 14' 0' 14' 0' 14' 0' 14' 0° =MOM= 43 J P #2 4' 7' 7' 10' 8' 1' 9' 3' 9' 7' 11' 0' 11' 5' 14' 0' 14' 0' 14' 0' 14' 0' ®, Stud , Standard Standard j ' #3 4' 6° 6' 6' 6' 11° 8' 7' 9' 2' 10' 11' 11' 4' 13' 6' 14' 0' 14' 0' 14' 0' (U 5- 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 8 Jc- — #1 / #2 5' 3' 3' 11' 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' L4' 0' 14' 0' 14' 0" Hem-rir a _ J #3 5' 0' 8' 10' 9' 3" 10' 5' 10' 10° 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 01 a Btr U _r Stud 5' 0" 8' 9' 9' 2' 10' 5' 10' 10' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' 41 U - Standard 5' 0' 7' 6' 8' 0' 10' 1' 10' 9' 12' 5' 12' 11' L4' 0' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pinewwe #1 5' 6' 9' 1' 9' 5' 10' 8' 11' 1' 12' 8' 13' 2' 14' 0' 14' 0' 14' 0' 14' 0' #1 #2 5' 3' 8' 11° 9' 3' 10' 7' 11' 0' 12' 7' 13' 1' 14' 0' 14' 0' 14' 0° 14' 0' 42 I 42 _ #2 5' l' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0° 14' 0" 14' 0' 1x4 Braces shop be SRB (Stress noted Board). D L Stud 5' 0' 7' 11' 8' 5' 10' 6' 10' 11' 12' 6' 13' 0' 14' 0' 14' 0' 14' 0' 14' 0' wwFor 11..4 So. Pine use only Industrial 55 or Standard 5' 0' 7' 0' 7' 5' 9' 4' 10' 0' 12' 5' 12' 11' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boards. Group B #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. D _ 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, U _ 7 Stud 1 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, 5 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 _ 41 6' 0' 10' 0' 10' 4' 11' 9' 12' 2' 14' 0' 14' 0' 14' 0° 14' 0' 14' 0' 14' 0' continuous bearing <5 psF TC Dead Load). SJ #2 1 5' 9' 9' 10' 10' 2' 11' 7' 12' 1' 13' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supports toad from 4' 0' outlookers _ #3 5' 8' 9' 2' 9' 9' 11' 6' 12' 0' 13' 9' 14' 0" 14' 0' 14' 0' 14' 0" 14' 0' with 2' 0' overhang, or 12' plywood overhang, - �1 D 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 I 5' 6' 8' 1° 8' 7' 10' 9' 11' 6' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' SymmAttach 'L" braces with l0d (0.1211'x3.0' min) nails, About © * For (1) 'L' brace. space nails at 2' o.c. 1 Gable Tryss �� / In 1E' end zones and 4' o.c. between zones. ;oral brace op tion: / �ri �E*For (2) 'L' braces space nails at 3' o.c. tical length any be j in 18' end zones and 6' o.c. between zones. • (bled when diagonal © 'L' bracing must be o minimum of 90% or web ce is used. Connect , ® member length. 3onal brace for 3854 'L' ■ each end. Max web Brace Goble Vertical Plate Sizes al length is 14', \ I Vertical Length No Splice I • 2x4 IN--L rig or Less than 4' 0' 1X4 or 2x31 better diagonal 11111 Greater than 4' 0', but Vertical length shown brace; single less than 11' 6' 2x4 ; in table above, or double cut 0111 Greater then li` 6' 3X 45' Los shown) at 1�i� 0 t Refer to common truss design For ' '0 uDPer end. ■'II ■ ■ ■ ■ Y�1 ■ ■ ril` ■ ■ ■ ■ � ■ ■ ME ■ ■ w, peak, splice, and heel plates. / �tontinan a Bearing / Refer to the Building Designer for conditions Connect diagonal at not addressed by this detail, midpoint of vertical web. Refer to chart above For max gab) tical length, •*WARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWING! ��ED PAOPe REF ASCE7-10-GA812030 wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS,e t Trusses require extreme. care In fabricating, handling, shipping, installing ono bracing. Refer to and ��`� r �� DATE 10�01�14 Fallow the latest edition of BCS! (Building Component Safety Information, by TPI and SBCA) for safety • i'�\V� practices prior to performing these functions. Installers shall provide temporary bracing per SCSI. 14859 9 • n Unless noted otherwise, top chord shall have properly attached structural sheathing and bottom chord C r DR�W'G A12030ENG101014 -■--..., shall have a properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs -i-r1-1 i-rI!n''��II A shall hove bracing installed per Bf,SI sections B3, B7 or BIO, as applicable. Apply plates to each face �' I�J Rf eru to and o position as shown standard and on the Joint Details, unless noted otherwise. Refer to drawings 160A-Z for standard plate positions. y Alpine, a division of ITW Building Components Group lac. shall not be responsible for any deviation iron O' w,, _ AN 11WCOMPANv this drawing, any fail re to build the truss in conformance with ANS1/rF[ i, ar for handling, shipping, l' v MAX. TOT. LD, 60 PSE w installation 4 bracing of trusses ee.. 9 (v A seal on this drawing or- cover page listing this drawing, indicates acceptance of professional • '`C T' 1gB Q� 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. Tj14W.CHp Earth City,MO 63045 For more information s this job's general notes page and these web sites, NN�e■■ i� MAX. SPACING 24,0 AI..PINFi www.nlnineitw.cnm: TPI see SPCA, www.sbcindustrv,nrn: Mr: www.lrrsafe.nrn Galc , e Dei . For Let—in Verticals Gable Truss Plate Sizes /0 I Refer to appropriate Alpine gable detail for minimum plate sizes for vertical studs. 611114411044. ir °Refer to Engineered truss design for peak, PA splice, web, and heel plates. . 6i)If gable vertical plates overlap, use a 4111 single plate that covers the total area of \ the overlapped plates to span the web. 5 \ ' Gable itii, // 5 I , Ver tical • CI Example: 2X 4 p gi P + 4- Length OUT -•-, . P II 2X4 ---- 2X8 ,----- 'TReinforcement Attachment Detail *T. Reinforcing 'T• Reinforcing 1 Member Member * 5 V 41) I ill Toe-nail - Or - A E„.,, D , ---- 1 e , To convert from 'L' to '17' reinforcing members, multiply 'T" increase by length (based on Provide connections for uplift specified on the engineered truss design, appropriate Alpine gable detail). Attach each 'T' reinforcing member with End Driven Nails Maximum allowable 'T' reinforced gable vertical 10d Common (0.148"x 3.',min) Nails at 4' o.c. plus length is 14' from top to bottom chord, (4) nails in the top and bottom chords. 'T' reinforcing member material must match size, specie, and grade of the "t" reinforcing member, Pigid Theathing Taenailed Nails: 10d Common (0.148'x3',min) Toenails at 4' o.c. plus eL Length Increase w/ "T" Brace 4 Nails FI A 1 (4) toenails in the top and bottom chords. • ,forcin 9 ember Cable ' Noits Truss Thiwsinddeitoaallato be used with the appropriate Alpine gable detail for ASCE Mbr, Size Iase ASCE 7-05 Gable Detail Drawings A13015051014, A12015051014, A11015051014, A1.0015051014, A14015051014, A13030051014, A12030051014, A11030051014, A10030051014, A14030051014 Mean Roof Height 30 ft, Kzt = 1.00 Gable l2Detail 115DErNaCwliOnlgOsGable e 1nVerticalforing = Member 2ac.S £3015-5E1NICE051NC101014, A20015ENC101014, A20015END10101.4, A20015RED101014, T^: Brace Increase From Above) = 30% = 1.30 A1111530ENC101014, A12030ENC101014, A14030ENC101014, A16030ENC101014, (1) 2x4 'L' Brace Length = 87' A18030ENC101014, A20030ENC101014, A20030END101014, A20030PED101014 Maximum 'T' Reinforced Gable Vertical Length 1.30 x 8' 7' = 11' 2' See appropriate Alpine gable detail for maximum unreinf orced gable vertical length. Example, '1'2R,e4inf. I IIncrease 2x6 20 %. ASCE 7-10 Wind Speed = 120 mph =' c4Size R3 2 x4 = AA71 • ,, ' .• Spaced.dC. ASCEAt15 0 4 Nails A .." KMNI Ceiling egtp P 14 04 wwWARNINGM• READ AND FOLLOW ALL NOTES ON THIS DRAWING! Oa. REF LET-IN VERT •wINPORTANT” FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. CO;461:1 Trusses ;P require ewtreme care in Fabricating, handling, snipping, instailing and bnacing. Refer to and C4.7411%. _1.1,,, Follow the latest edition of BCSI (Building Component Sarety Information, by TPI and SBCA) For safety 414 14659 1? • DATE 10/01/14 - 5. practices onion to performing these Functions, Installers shot provide temporary bracing per BCS1. cr r ,.. Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord DRWG GBLLETIN1014 ,----- _ :---1-',, , snot hove a properly attached rigid ceiling. Locations shown for permanent later& restraint of webs P.."4001Mi - _ , shall hove bracing installed per BCSI sections B3, BT.or BIO, as applicable. Apply plates to each face , 1 1 0 N or truss and position as shown above and on the Joint Details. unless noted otherwise. i Pefer to drawings 160A-7 for standard plate positions, Alpine, a division of IP./ Building Conponents Group Inn, shah not be responsible for any deviation from , - st/ AN ITW COMPANY this drawing, any failure to build the truss in conformance with ANSI/7P( I, or for handling, shipping, */3ec.7, ot, v' MAX. TOT, La 60 PSF instatation 8. bracing of trusse 1% .01 A seal on this drawing or cover page listing this drawing, indicates acceptance of professional engineering responsibility solely for the design shown. The suitability and use of this 13389 Lakefront Drive drawing 1/4N W.C'' DUR, FAC, ANY for any structure is the responsibility of the Building Designer per ANSI/TPI I Sec.2. -. .., ASC- 7- 10 120 mph, 30' Mean - eight, Closed, -xposur e 6 Common Residential Gakle End Wind Bracing Requirements - Stif Wieners 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, 300 t, Mean Hgt, ASCE 7-10, Part. Enclosed, Exp C, H Greater than 4'6" to 7'6" in length (zt = LOU, Wind TO DL=5.0 psC, Wind BC DL=5.0 psf, provide a 2x6 still fback 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 diophragm H Greater than 7'6" to 12'0" mah provide a 2x6 stiffbock of mid-height and brace ;ee Engineer's sealed design referencing this detail to roof diaphragm every 4'0" (see detail below or 'or lumber, plates, and other in°ormoton not shown refer to DRWG A12030ENC101014). )n this detail, X Optional 2x L-reinforcement attached Jails: 10d box or gun (0,128"x3",min) nails. to stiffback with l0d box or gun (0,128" x 3", min.) nails @ 6" ac, y. X 2X4 Blocking - - • nailed to 45° sheathing and za Max 7 each truss �Typ' 2X4 DE-L #2 - - H/2 or better diagonal brace. _/' Attach each end X for 560# - _ i ontinuous Bearing / / / L 2x6 #2 Stiffbo.ck attached to each Stud w/ (4) 10d box or gun (0,123" X 3", mina nails, 0Si) PROF REE GE WHALER •wWARNINGM• READ AND FOLLOW ALL NOTES ON THIS DRAWING! V wwIMPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. NCP/411154"1"..'- Trusses require ertrene care in fabricating, handling, shipping, installing and bracing. Refer to and (7 ��. 1' Follow the latest edition of BCS! (Building Component Surety InFormation, by TPI and SBCA) For safety �I 14659 '9 • DATE 10/01/14 i practices prior to performing these Functions. Installers shall provide temporary bracing per SCSI. r noted otherwise, top chord shall have properly attached structural sheathing and bottom chord 1 iii_ Unless DRWG GABRST101014 shall have o properly attached rigid ceiling. Locations shown For permanent latera restraint of webs r rr .� snail have bracing installed per BCS! sections 83, B7 or 810, as applicable. Apply plates to each Face — 'J I Imo.\ II� of truss and po=tion as shown above and on the Joint Details, unless noted otherwise. _, 7,l J \\�.IJ' Refer to drawings 160A-Z For standard plate po=tions. I.' l.; ;'. Alpine, a division of ITV Building Components Group Inc. shall not be responsible for any deviation from V AN ITW COMPANv' this drawing any failure to build the truss in conformance with ANSI/Tal 1, or for hndling, shipping, iF Q9 installation I. app bracing of trusse �js C. 7, 19 AV MAX , TOT LD. 60 PSE A seal on this drawing or cover page listing this drawing, Indicates acceptance of professional engineering responsibility solely For the design shown. The suitability and use of this drawing 4NW.CHp 13389 Lakefront Drive For any structure is -the responsibility of the Building Designer per ANSI/TPI I^Sec,2. - — RRe ' s ^ o7-- o ' /-1g ve ,,y-1 lce , SL, Os � � � ' on 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. Attach with lad (0.128"x3.0",min) nails at 6" o.c. Reinforcing member is IO-LES: a minimum 80% of webACV member length, Apr his detail is only applicable for changing the specified CLRAdor hown on single ply sealed designs to T-reinforcement or 11161 -reinforecement or scab reinforcement. pq 1 lternative reinforcement specified in chart below may be conservative, OM or minimum alternative reinforcement, re-run design with appropriate MI einforcement type. T-Reinf, L-Reinf. deb Member Specified CLR Alternative Reinforecement Scab RE'Inf OrCement Size Restraint T- or L- Reinf. Scab Reinf. 2x3 or 2x4 1 row 2x4 1-2x4 Apply scab(s) to wide face of web. 2x3 or 2x4 2 rows 2x6 2-2x4 No more than (1) scab per face. - Attach with 10d (0128"x3.0",min) nails — "....- 2x6 1 row 2x4 1-2x6 at 6" ac. Reinforcing member is a i 2x6 2 rows 2x6 2-2x4(4) minimum 80% of web member length. I 2x8 1 row 2x6 1-2x8 2x8 2 rows 2x6 2-2x6(*) Scab Reinf. -reinforcement, L-reinforcement, or scab reinforcement to be same pecies and grade or better than web member unless specified therwise on Engineer's sealed design. iO Center scab on wide face of web, Apply (1) scab to each face of web. II NM OO pRd�tt wwWARNINGIww READ AND FOLLOW ALL NOTES ON THIS DRAWINGI � wwIHPORTANTww FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS. 4;1414. TC Ll- PSF REFCLR Cubs t. Trusses require extreme care in fabricating, handling, shipping, Installing and bracing. Refer to and 4I`... follow the latest edition of BCSI (Building Component Safety Information, by TPI and SECA) far safety •� 14659 TC DL PSF DATE 10/01/14 practices prior to performing these functions. Installers shall provide temporary bracing per BCSI. c� DR i Is, Unless noted otherwise, top chord shall hove properly attached structural sheathing and bottom chord I WSJ I . BC DL PSE DRWG BRCLBSUB1014 - "�� shall have o properly attached rigid ceiling. Locations shown for permanent lateral restraint of webs Df�l� 1J D 1 VI' ■g shall have bracing installed per BCSI sections B3, B7 or BIO, as applicable. Apply plates to each Face 1 11 0 '`V, of truss and position as shown above and on the Joint Details, unless noted otherwise. BC LL PSF __i Refer to drawings 160A-Z for standard plate positions. w=� -'� _ c� AN TW COMPANY Alpine, a division of ITW Building Components Group Inc shall not be responsible for any deviation from �'l' $• g V. TOT, LD. PSL this drawing any failure to build the truss in conformance with ANSI/TPI 1, or for handling, shipping, �, • 7� �9 ,1111 �/ installation A this of orutoe S-4q W.askw- A sent on this drawing or cover page listing this drawing,indicates acceptance of professional /, engineering responsibility solely for the design shown. The suitability and use of this drawing DUR. FAC 13389 Lakefront Drive for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sect. c.._ .._..... ...,r...._,..i..� _,.., ai_,� ...N ............. ....a..� ...,�.. _�.a vv,.. ,....i„ +...-. 11/annum.1,fi1I2017 ,-.-, . —..- 4 Gable Stud Relnf orcernent Detail ASCE 7-10! 120 rnph Wl55 Speed, 15' Mean Height, Enclosed, Exposure C, Kzt = 1,00 Or: 100 nph Wind Speed, 15' Mean Height, Partially Enclosed, Exposure C, Kzt = 1.0C Or' 100 nph Wind Speed, 15' Mean Height, Enclosed, Exposure D, Kzt = L00 2x4 Brace (1) 1x4 'L' Brace * (1) 2x4 'L' Brace w (2) 2x4 'L' Brace ** <1) 2x6 'L' Brace s (2) 2x6 'L' Brace RAE Gable Vertical No 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 - ' - Spruce-Pine-Fir Hen-Fir #1 / #2 4' 10' 8' 2' 8' 6' 9' 8' 10' 1' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 14' 0` 141 / #2 Standard #2 Stud US #3 4' 7' 7' 9' 8' 3' 9' 7' 9' 11' 11' 5' 11' 10' la' 0' 14' 0' 14' 0' 14' 0' #t3 Stud 43 JStandord _ — Stud 4' 7' 7' 8' 8' 2' 9' 7' 9' 11' I 11' 5' 11' 10' 14' 0' 14' 0' 14' 0' 14' 0' Standard 4' 7' 6' 7' 7' 0° B' 10' 9' 5' 11' 5' 11' 10' 13' 10' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pine.+. U #1 5' 0' 8' 4' 8' 7' 9' 10' 10' 2' 11' 8' 12' 1' 14' 0' 14' 0' 14' 0' 14' 0' IIMIEEMIIII $13 Stud 2 #2 4' 10' 8' 2' B' 6' 9' 8' stud 10' I' 11' 6' 12' 0' 14' 0' 14' 0' 14' 0' 4' 0' ® Stoedged \J _ #3 4' 8' 7' 0' 7' 5' 9' 3' 9' 11' 11' 5' 11' 11' 14' 0' 14' 0' 14' 0' 14' 0' (U D 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' 1 6' 7° 8' 2' B' 9' 11' 1' 11' 10' 12' 10' 13' 9' 14' 0' 14' 0' Group B: #1 / #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' 14' 0' 14' 0' Hen-Fir L _ S P #3 5' 3' 9' 3' 9' 9' 10' 11' 11` 4° 13' Cr 13' 7" 14' 0' 14' 0' 14' 0' 14' 0' #1 IS Btr U — Stud 5' 3' 9' 3' 9' 7' 10' 11' 11' 4' 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' p1 L) O- _ Standard 5' 3' 8' 1' 8' 7' 10' 10' 11' 4° 13' 0' 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Dou.las Fir-Larch Southern Pine... #1 5' 9' 9' 6' 9' 10' 11' 3' 11' 8' 13' 4' 13' 10' 14' 0' 14' 0' L4' 0' 14' 0' 0 41 S P #2 5' 6' 9' 5' 9' 9' 11' 1' 11' 6' 13' 2' 13' 9' 14' 0' 14' 0' La' 0' 14' 0' 42 42 143 5' S' B' 6° 9` 1' 11' 0' 11' 5' 13' 1' 13' 8° 14' 0' 14' 0" 14' 0° 14' 0' 1x4 Braces shell be SPB (Stress-bated Board). L) v—i D- L Stud 5' 5' 8' 6' 9' 1' 11' 0' II' 5' 13' 1' 13' 8' 14' 0' 14' 0' 14' 0' 14' 0' RRFOr 1e4 So, Pine use only Industrial 55 or Standard 5' 3' 7' 6' 8' 0° 10' 0' 10' 9' I 13' 0" 13' 7' 14' 0' 14' 0' 14' 0' 14' 0' Industrial 45 Stress-Rated Boorcis. Grouo B #1 / #2 6' 1' 10' 4' 10' 8' 12' 2' I 12' 8' 13' 2' _ 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' values nay be used with these grades. j _ S P #3 5' 9' 10' 2' 10' 7' 12' 0' 12' 6' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable Truss Detail Notes: 3 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. OStandard 5' 9' 9' 4' 9' 11' 12' 0' j 12' 6' 14' 0" 14' 0' 14' 0' 14' 0° 14' 0" 14' 0' Provide upGFt connections For 35 plf over __#1 6' 4' 10' 6' 10' 10° 12' 4' 12' 10' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' continuous bearing (5 psff TC Dead Lood). 5 a S P #2 5' 1' 10' 4' 10' 8° 12' 2' 12' 8' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Gable end supper is load from 4' 0' outicokers #3 5' 11' 9' 10' 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. 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' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' 14' 0' Synn C Attach 'L" braces with ltd (0.128°x3.0' min) nails, 1' , ,II About ii_ ' II able- Truss ( GI * Far (U 'L' brace: spore nails at 2' o.c. ,- In 19' end zones and 4' o.c. between zones, )anal brace option: tali 31E)I(For (2) 'L' braces: space nnYs of 3' o.c. tical length m¢y bein 18' end zones and 6' o.c. between zones. Ibled when diagonal 'L' bracing must be a minimum of 80% of web .ce is used. Connect © member length. genal brace for 335#1 'each end. Max web Gable Vertical Plate Sizes Brof length is l4'. / ' Vertical Length No Splice2x4 DF-L k2 orLess than 4' 0' 1X4 or 2X31 better diagonalGreater than 4' 0', but brace; sin leless than 11' 6' 2X4Vertical length shown 9in table obcve. 41 or double rut © F,reater than 11' b' 3X 45' as shown) at © + Refer to common truss design for upper end.1, ■ 11:111111111111111115■mra■� ME. ■ ■ �, peak, splice, and heel plates. / on tinuous Bearing Refer to the Building Designer for conditions Connect diagonal at not addressed by this detail, midpoint of vertical web. Refer to chart above for max gab) „-er ical length. R■VARNINGIR■ READ AND FOLLOW ALL NOTES ON THIS DRAVINGI ttet'Y OFC«CC REP ASCE7-10-GAB12015 wwIMPORTANT.e FURNISH THIS DRAWING TO ALL CONTRACTORS INCLUDING THE INSTALLERS, .\\ Trusses require estrene core in fobr'cotng, handing, shipping, instolling and bracing. Refer to and ' � r —' follow the latest edition of SCSI ,Building dng Component Safety Information. by Tel and SBCA) for- safety DATE 10�01�14 practices prior to performing these functions. Installers shall provide temporary bracing per SCSI, ��. 14659 " • Unless noted otherwise, top chord shall hove property attached structural sheathing and bottom chord Q' r D R W G A 1 2 0 15 E N C 1 01 0 1 4 r , shall have a properly attached rigid ceiling. Locations shown for permanent t°teral restraint of webs L 1 - shall hove bracing installed per BCS( sections B3, B7 or BIT, as applicable. Apply plates to each face 1-'.1/ 2 .1 1) �, , C of truss and position as shown above and on the Joint Details, unless noted otherwise. = LJ \\`C Refer to drowings 160A-Z for standard plate positions. AN ITW COMPANY Alpine, o division of ITS Building Components n Group inc. shall not be responsible for any deviation from 1 this drawing, any failure to build the truss i. conformance with ANSI/Tel 1, or for handling, shipping, installation d bracing of trusses. 'F (240/4.%"4 MAX, TUT. L_D, 60 PSF A seal on this drawing or cover page listing this drawing, indicates acceptance of professional 9, C. j' �9 engineering responsibility solely for the design shown. The suitability and use of this drawing }}�� for any structure Is the responsibility of the Building Designer per ANSI/TPI 1 Sec.2. '�4Nw.CO ve Earth1338LakefrontO6305 information see this job's of notes and these web sites �eII n �I Earth City,M063045 ` re �° general page MAX. SPACING 24,0" AI.PiNfa rww Inineitw.rom: TPi: ww«.tninst.nr o: sBrA: w«w.sbcindus trv.nrn: Tr,[-.: www.:rf saf ,nrn