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CC�(5a�gC7 lYQQ— — pa E2vEat a jm 8a a�o U 1n Q_ • µ JOB NO: 112920 PAGE NO: 1 OF 1 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1UE5561-Z1803110019 Truss Fabricator: Trus-Nay, Inc ' Jobldentification: 112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 Model Code: IRC - Truss Criteria: I RC2009/TP 1-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - 42 PSF I 1.15 Duration Floor - N/A Wind - 110 MPH (ASCE 7-05-Closed) Notes. 1. Deternination as to the suitability of these truss conponents for the Garold W.Heal structure is thetresponsibilityofthe building designer/engineer of Oregon 19575 PE 2. Mscsnieinaondattacndea drraawings; he drawing nunber is preceded by: CAUSR561 Details: A1101505-GBLLETIN- Subnitted by GWH 11:00:00 08-03-2011 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 83072--T01 11215120 08/03/11 2 83073--T02 11215121 08/03/11 3 83074--T03 11215122 08/03/11 4 83075-404 11215123 08/03/11 5 83076--T05 11215124 08/03/11 6 83077--T06 11215125 08/03/11 7 83078--T07 11215126 08/03/11 8 83079--T08 11215127 08/03/11 9 83080--T09 11215128 08/03/11 10 83081--T10 11215129 08/03/11 11 83082--T11 11215130 08/03/11 12 83083--T12 11215131 08/03/11 13 83084--T13 11215132 08/03/11 14 83085-414 11215133 08/03/11 15 83086--T15 11215134 08/03/11 16 83087--T16 11215140 08/03/11 17 83088--T17 11215141 08/03/11 18 83089--T18 11215142 08/03/11 19 83090--T19 11215143 08/03/11 20 83091--T20 11215149 08/03/11 21 83092--T21 11215144 08/03/11 22 83093--122 11215145 08/03/11 23 83094--123 11215146 08/03/11 24 83095--T24 11215147 08/03/11 25 83096--T25 11215148 08/03/11 r 1 1 1 1 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - TOl) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-09 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X5= ll ' i r,� i C1 • 1 5 — I i 5 4-5-14 ■ • i 0-3-14 • • 0-3-14 ■ ■ ■ ■I ■ ■ ■ Ed ■ ■'' ■ 2X4(Al ■ ■ ■ ■ ■ Ill ■ ■ ■ ■ ■ WO 0 )_= 3X5= 2X4(A1) I.1-4-0J L1-4-0J i— 10-0-0 -I— 10-0-0 -J f< 20-0-0 Over 2 Supports R=126 PLF U=18 PLF W=10-0-0 RL=13/-13 PLF R=125 PLF U=18 PLF W=10-0-0 Note: All Plates Are 2X4 Except As Shown. • Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.1 �y�� i-4�MiyWW.l\ OR!-/1/-/-/R/- Scale =.34"/Ft.0 Trus-Way [nc 360.750.1470 "'WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68111 St,Vancouver WA REFER TO NORTH LEEERSTREET, SUSI ITE 312, ALEENT SAFETY XANDRIA. VA, 2231144)IAANND WTCHRLISHED BY(WOOD TRUSS COUNCIL PLATE AMERICAUTE 6300 CO�� GINft�S/0Z TC LL 25.0 PSF REF R561-- 83072 ENTERPRISE LANE, MADISON,WI A 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575'E 1`/ TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. • ••I■PORTA■T••FURNIsU A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 0 0 • BC DL 10.0 PSF DRW CAUSR561 11215120 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS - --- -- - ------' -- ALPINE ImmoIN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. OR' 803 11 BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TP1. ALPINE ��q VCONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY //�� - TOT.LD. 42.0 PSF SEQN- 73561 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. V" 1`n ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX 03 OF TP11-2002 SEC.3. A SEAL ON THIS P ITW Building Components Group,Inc DESWING INDICATES ACCEPTANCE OF ANDFUSE ONAL ENGINEERING RFOROMIT BUILD SOLELY FOR THE TRUSS COMPONENT Roup W.N� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING Hp SIGNER THE PERSANSIR/TPI r1 SEC. 2. OF THIS COMPONENT Fqt ANV RUILOING IS THE RESPONSIBILITY OF THE RR DewWi 6/30J2013 SPACING 24.0" JREF- 1UE5561 Z18 r r + (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T02) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4 di-7- 2X4 2X4 • ---I 5 4-5-14 0-3-14 0-3-14 i T J-4-0 1(Al) = 5X8= 3X5 3X5(A1) L1-4-0J L1-4-0J 5-7-2I_ 4-4-14 �I� 4-4-14 _I_ 5-7-2 10-0-0 10-0-0 I 10-0-0 10-0-0 F---.7 20-0-0 Over 2 Supports R=939 U=92 W=5.5" R=939 U=92 W=5.5" RL=97/-97 Design Crit: IRC2009/TPI-2007(STD) PLT TYPy. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.' OR/-/1/-/-/R/- Scale =.34"/Ft. 3901 E 68th St,3Vancoue�WA NORAHNTEE STREET(BSU TEN3ING"TRUSSES 1RE EXTREME CARE IN 2 A EX NORIAE Vg"2233114 FABRICATION. ONO W CA HANDLING, BR SSPPPING. INSTALLING COUNCIS PLO EAweaNcnU�Cl2 /�S4�KCGINFFks% TC LL 25.0 PSF REF R561-- 83073 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (.7 7 �41 2 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE kI TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING, 19575 PE "I11PORTAMT.•FURN ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS / /IrC DL 10.0 PSF DRW CAUSR561 11215121 ALPINALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS - - -- -_- -- E _ IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. _ I BC LL 0.0 PSF CA-ENG TSB/GRH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE e,� CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS) GALV. STEEL. APPLY Jn._ 5..9. TOT.LD. 42.0 PSF SEAN- 73543 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATEDX ON THIS DESIGN, POSITION PER DRAWINGS ON THIS V -W 'Tr ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILIT SOLELY FOR THE TRUSS COMPONENT �Roeo w.N�P DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DSIGNERTPER SANSI/TPI T1 SEC.UZE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF TME Renewal 6/30/21133 SPACING 24.0" JREF- 1UE5561_Z18 T 1 t (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T03) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) (**) 2 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Standard ) Filler 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace MWFRSr design based on both MWFRS and C&C, wind reactions based on BC above filler at 24" OC. chord Calculated vertical deflection is 0.11" due to live load and 0.25" due B adom applied percked IRC-09rsecctionpsf 301.5.non-concurrent bottom chord live to total load at X = 10-0-0. ive Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, ffactortion for deadsloada0 isl2.00and L/180 total load. Creep increase Ce=1.00, CAT II & Pf=19.25 psf. 4X4= • 5 — —7 5 3X4 • 3X4 • • 2X4(**) III g 2X4(**) III 4-5-14 3X5(A1) 0 3-14 _IGI� �,, @� 3X5(A1) ,==-_-- 0-3-14 4X8= — -a-o 2.s • z.s -4-0� 3X4= 6X10(SRS) = 6X10(SRS) = =----: �_4-DJ 3X4 I" 2-5-8 —I— 15-1-0 -Il 2-5-8 -1 2-7-42-4-12 5-0-0 5-0-0 J_ 2-4-12 2-7-4 2-5-8 7-6-8 7-6-8 2-5-8 10-0-0 I 10-0-0 2-5-8 —1— I 15-1-0 -I - 2-5-8 20-0-0 Over 2 Supports R=940 U=93 W=5.5" R=940 U=93 W=5.5" RL=97/-97 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.06.-[ OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Wa,Inc 360-750-1470 ��WARNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING, t(G.34e1] Li •. 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 -`` - TC LL 25.0 PSF REF R561-- 83074 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22316)AND BMA(.00 TRUSS COUNCIL OF AMERICA. 6300 5 ��GINE', /O ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • 1957. 9 A PROPERLY ATTACHED RIGID CEILING. Ir 1 BC DL 10.0 PSF DRW CAUSR561 11215122 ••IMPORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS • ALPINE _ IN CONFONC.RMANCEALL WITHOTPIBE ORSFABRICATINGNSIBLE G.HANDLING, OANY NPPPING TMNSTALLING 8 BRACIS DESIGN. ANY AINGORE TO BUILD OF TRUSSES. THE TRUSS ,11AW 1 BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF6PA)AND TPI. ALPINE ORE N N CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W,H/SS/B)ASTM A653 GRADE 40/60(W. 0/H,SS)GALL. STEEL. APPLY �,• i'&46TOT.LD. 42.0 PSF SEQN- 73588 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. Cl W ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITN'Building Components Group,Inc DRAWING INDICATES ACCEPTANCE OF PROEESSIONAL ENGINEERING RESPONSIBILITY SOLELY EOR THE TRU55 COMPONENT �'poLp yr,NSP DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renew/alb/30/2013 SPACING p CING 24.0" J REF- 1 UE5561 2 1 8 T C THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T04) Top chord 2x4 DF-L #1&Bet.(g) (++) — This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) (*0) 2 plate(s) require special positioning. Refer to scaled plate Filler 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace BC above filler at 24" OC. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.10" due to live load and 0.46" due to total load at X = 13-7-10. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4= 5 F-- „,_ — 5 3X4 3X4----z-.. 2X4(**) III \� tx \-- 2X4(**) III 4-5-14 0-3-14I �� S� 3X5(A1) 2.5 6X10(SRS) = 3X5(**)(++) III S\._,1.111 0-3-14 8-4-0 4X8= 3X4(**)(++) U\ 2.5 3X6(A1) 3X4,----: 6X10(SRS) 1.<1-4-01 3X4 F- 2-5-8 —I— 5-1-0 12-5-8 1 2-7-4 2-4-12 j 5-0-0 5-0-0 _1_ 2-4-12 _� 2-7-4 2-5-8 5-2-12 ,i- 2-3-12 3-7-10 ,i, 3-10-14 I, 2-5-8 10-0-0 . l_ 10-0-0 _ 2-5-8 I` 15-1-0 _I_ 2-5-8 20-0-0 Over 2 Supports R=849 U=73 W=5.5” R=943 U=94 W=5.5" RL=88/-84 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.04.0.` (� OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 ••WARNING..TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. !�`' O�C TC LL 25.0.0 PSF 3901 NE 681}St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFE Y INFOPo/NTION), PUBLISHED BV TPI (TRUSS P ATE IxSTITUTE. 218 l_.(L .9. REF R561-- 8307 5 NORTH LEE STREET. SUITE 312,ALEX/WDRIA. VA. 22314)AND WTGA(WOD TRUSS COUNCIL OF AMERICA 6300 rw�_J .,GINE-,, c, ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V Y TC DL 7.0 PSF DATE 08/03/11 1 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE / 1 9575'E r/ A PROPERLY ATTACHED RIGID CEILING. 1 / BC DL 10.0 PSF DRW CAUSR561 11215123 ..IMPORTAMT'.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS , / C. LL CONFONRMANCEAWITHO�BE OSPOBRICATING. HANDLING. SHNSIBLE FOR ANY IIPP FROM THIS DESIGN. ANY. INSTALLING A BRACINGUOF TRUSSES.RE TO BUILD THE TRUSS Uq • 1 BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE _ IN DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE OREGON CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL.APPLY1-,�y TOT.LD. 42.0 PSF SEQN- 73597 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. Q `!�- ANY INSPECTION OF PLATES FOLLOWED BY())SHALL BE PER ANNEX A3 OF TP11-2002 SEC,3. A SEAL ON THIS [TW Building Components Group,inc. WING INDICATES A CEPTANCE OF PROFESSIONAL ENGINEER100*ESPONSIB 01 Y SOLELY FOR THE RUSS COMPONENT �ROLD W-��P DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN HE SUITABILI Y ANO USE OF THIS COMPONEN FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewa16/30/2013 SPACING 24.0" J REF- 1 UE556 1 Z 1 8 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEW00D STREET TIGARD, 0 - TOS) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4= 2X4 2X4 5 r— , d \ - .. 5 4-5-14 0-3-14 \ \ 0-3-14 _._., ._._ 8-4-0 WE 3X4(A1) = 5X8= 3X5(A1) 1-1-4-0.-I 5-7-2 4-4-14 4-4-14 5-7-2 10-0-0 10-0-0 L- 10-0-0 -I— 10-0-0 J k20-0-0 Over 2 Supports R=848 U=72 W=5.5" R=942 U=93 W=5.5" RL=88/-84 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.x•5 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way inc 360-750-14M ...WARMING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. , 24• OFC.S 3901 NE 68th St,Vancouver WA :0'12T:LEE S REET(BSU DEN312 A EEXANDRIAE 'N223�14A)I:),WTCq(WOODO BRUSSI COUNCIL POFEAMERICAUTE 6300 �GJ`� GINE-4, s/Q TC LL 25.0 PSF REF R561-- 83076 VA ENTERPRISE LANE, MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 • F.Q 2 TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE fit/ 19575'E 17 A PROPERLY ATTACHED RIGID CEILING. il BC DL 10.0 PSF DRW CAUSR561 11215124 ..IMPORTAMT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ALPINE GROUP. INC. WL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY IILOOF TO BUILD THE TRUSS IN CONFORMANCECE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES, t:1.VlE� HOr BC LL 0.0 PSF CA-ENG TSB/GWH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF Nps(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE •' • wit CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY G w• 20 t-,y* TOT.LD. 42.0 PSF SEAN- 73532 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS ON THIS 'M ` 1' ANY INSPECTION OF PLATES FOLLOWED BY(/)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3, A SEAL ON THIS ITW Building Components Group,Inc. WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1ROLp VC IA Q DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RWnWwaI6/30/DD13 SPACING 24.0" J REF- 1 UE5 561 Z 1 8 f ' 1 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T06) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. • Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4= 2X4- 2X4 4-5-14 0-3-14 / � ,/ --,__._•-•-•_ �� A 0-3-14 3X5(A1) = 5X8= 8-4-0 3X5(A1) L1-4-0.-I L 5-7-2 10-0-0 4-4-14 >I; 4-4-14 10-0-0 5-7-2 I' II— 10-0-0 ,I, 10-0-0 J F------ 20-0-0 Over 2 Supports '1 R=847 U=72 RL=88/-84 R=943 U=93 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0R! OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 'WARMING".TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. /f.4,-� r.7\ 3901 NE 68th 5[,Vancouver WA REFER TO NORTH LEEBSTREETSI (WSUITE"31 COMPONENT2, AEXXANDRISAFETY, ,A,INFORMATION)23314AWTCA(MOOD ED TRUSS'COUNCIL POF�AINSTITUTE. 218 MERICA, 6300 `,,f9 GINE '96> TC TC LL 25.0 PSF REF R561-- 83077 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 0 4N �• 2 TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE1 9575 P 1 r W PROPERLY ATTACHED RIGID CEILIMO. Jr “IMOR PTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215125 GROUP, INC,SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS "-""--- - - • ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. , .. BC LL 0.0 PSF CA-ENG TSB/GRH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFNPA)AND TPI. ALPINE I W' ,1 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 60/60(W, K/H,S5)GALV. STEEL.APPLY TOT.LD. 42.0 PSF SEQN- 73537 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. q4 - 20,19* ANY INSPECTION OF PLATES FOLLOWED BY(,)SHALL BE PER ANNEX A3 OF TPI S-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. WING INOICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT BOLD W.NA OUR.FAC. 1.15 FROM KTC Sacramento,CA 95825 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER"NSI/TPI 1 SEC. 2. Renewal6/30/2013 SPACING 24.0" J REF- 1 UE5 561_Z 1 8 I e A (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEW00D STREET TIGARD, 0 - T07) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.08" due to live load and 0.15" due load applied per IRC-09 section 301.5. to total load at X = 6-5-0. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4= 57-- 9O rS 5 4-4-10 i 111 I IS 0-3-14 I i G 0-3-14 4X4(A2) = 5X8= 4X4(A2) 7---- Ll-4-0-i L1-4-0-1 I_ 5-5-10 4-3-6 4-3-6 5-5-10 I` 9-9-e— 9-9-0 '1 L- 9-9-0 J, 9-9-0 J l< 19-6-0 Over 2 Supports R=1169 U=178 W=5.5" R=1169 U=178 W=5.5" RL=132/-132 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.04..-. p,. .. OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way Inc 360.750.1470 ■ARNINR..TRUSSES REWIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. TC LL 25.0 PSF 3901 NE 68th St_,Vancouver WA REFER TO NORTH LEEBSTREET,SI (BUILDING ALEXANDRIA. VA. 22314)COMPONENT SAFETY IAND WICA(ISHED BY WDOD TRUSS COUNCIL PLATE AMERICA, 6300 \5� GIN F o REF R561-- 8 3078 ENTERPRISE LANE, MADISON,WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSCP �� Y OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575•' 9 TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11215126 ..I■PORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / ALPINE mum NGROCONFONRMANC.SHALL WITH TPISE BEORCOW. HANDLING, SHIPPIING,ANY DEVIATION FROM TINSTALLING.IS ABRACIINGUOF TRUSSESD THE TRUSS 'RE TO BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TEl ALPINE OR =N CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY ` Kq ��0 v TOT.LD. 42.0 PSF SEAN- 73557 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. \‘.............0 �- ANY INSPECTION OF PLATES FOLLOWED BY(,)SHALL BE PER ANNEX A3 OF TPI1_2OO2 SEC.3. A SEAL ON THISIR 00'W V' ETW Building Components Groups Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILI Y SOLELY FOR THE TRUSS COMPONENTDUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER TPER SANSI/TPI T1 SEC.UZE OF THIS COMPoNENT FOR ANY BUILDING IS T11E RESPONSIBILITY OF THE Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561 Z18 1 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T08) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS &DIMENSIONS) SUBMITTED BY TRUSS MFR' Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 OF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets oa240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. • 4X4 2X4 2X4 5r— ---- —7 �. %' 5 4-4-10 0-3-14 _l_ � 0-3-14 3X4(A1) = 5X8= 9- 4 3X4(A1) L1-4-0-1 L1-4-0J 5-5-10 J_ 4-3-6 9-9-0 �I� 4-3-6 5-5-10 9-9-0 L 9-9-0 ,I, 9-9-0 J 19-6-0 Over 2 Supports >1 R=917 U=90 W=5.5" RL=95/-95 R=917 U=90 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04,0 OR/-/1/-/-/R/- Scale =,34"/Ft. Trus-Way�68th 360-750-1470 •��ARMIND�•TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. L 3901 NE 68tl St.,Vancouver WA NOREH LEE STREET, SUITE 312.ALEXANDRIA, VA!N222314)IAND WTCUPUB (WOOD TRUSSI COUNCIL POFTEAMERIICA. ' 62300 `�-`�R GINE, IN EA��sS,. TC LL 25.0 PSF ENTERPRISE LANE. MADISON,WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS cf REF R561-- 83079 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 14 `18575 P. y TC DL 7.0 PSF DATE 08/03/1 1 A PROPERLY ATTACKED RIGID CEILING. it.'IaORTMIT P ''FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 11215127 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS '----' — ---. _ ALPINE IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. �IIIPT[ DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AELPA)AND TPI. ALPINE •• LT.N BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR EPLATES ARE MADE OF 20/18/16GA(W,H/SS/KI)EASTM A653 GRADE 40/60(W, K/H,SS) GALV, STEEL.APPLY ANY T INSPECTION OFCPLATES TRFOLLOWED BY YN(E)SSHALL BES PER AN EX A3 OFI TPI1-2002 SEC'S PER DAASEALSON6THIS CMR 4.44 p61.00' TOT.LD. 42.0 PSF SEQN- 7 3548 111V Building Components Group,Inc. WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TOE TRUSS COMPONENT OLD 11j,N DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 I 1 I (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T09) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4 ilk 2X4 2X4 5 414P ..-AlgglligIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII.,-—1 5 4-4-10 0-3-14 0-3-14 i _� T or) 9-11- 5X8= 3X4(A1) = 3X4(Al) 5-5-104-3-6 I 9-9-0 >I.` 4-3-6 _I_ 9-9-0 5-5-10 IL, J 9-9-0 ,I_ 9-9-0 (� 19-6-0 Over 2 Supports R=830 U=71 W=5.5" R=830 U=71 W=5.5" RL=73/-73 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0-;is •FFs OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING..TRUSSES REWIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH LEERSTREEr(BSUIDEN312 ALEXANDRIAE VAIN223t4)IAND WTCAB(WOODs"ED BRUSSI COUNCIL POFTEAMERICA,TE 6300 �� GIN F s�• 0ENTERPTC LL 25.0 PSF REF R561-- 83080 OTHERWBISEE INDICATEDDTOPNCHORD SS3T1S)AVERSAFETY PROPERLY PRACTICES TTACHED STTRUCTURALEPANELSBGANDHESE BOTTOM CHORDSSHALLNLESS HAVE W� �e1 9575 PE TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. Q� "IMPORTANT"EURN15H A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. Iri BUILDING COMPONENTS if BC DL 10.0 PSF DRW CAUSR561 11215128 ALPINE p GROUP. INC. SHALL NOT I. OR FABRICAE FOR ANY LIN. SHIPPING. FROM THIS INSTALLING ANY R CI GUOE TO SSES THE TRUSS ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING INSTALLING&BRACING OF SUSSES. ` O E I BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI, ALPINE CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W. K/H,SS)GALV. STEEL. APPLY `♦ TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-2. 1 / / SEQN- 735 53 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TP I1-2002 SEC.3. A SEAL ON THIS P ITW Building Components Group,Inc WING INDICATES ECCEPTANCE OF ANDFUSSIONAL ENGINEERIEG RESPONSIBILITY SOLELY EOR SHE TRUSS COMPONENT Rei D W.N� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING BDESIGNER TPER SANSI/TPI T1 SEANC UZE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Re newel 6/30/2013 — • SPACING 24.0" JREF- 10E5561_218 1 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T10) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-09 section 301.5. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X6= 5 r 7-4-14 /� 5 S 0-3-14 'I 0-3- 4 : : -a : t : {71- / J 8-4-0 3X4(A1) = 3X5= 3X4(A1) 1-a-o -� 1-4-0 17-0-0 17-0-0 ------ 34-0-0 Over 2 Supports �1 R=126 PLF U=13 PLF W=18-0-0 R=123 PLF U=20 PLF W=16-0-0 �I RL=12/-12 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.O.0 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way IRG 360-750.1470 WARNING••TRUSSES REWIRE EX REME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. ` • • OF 3901 NE 68th St,Vancouver WA NORTH LEE BCSTREET!BSUITE N312 ALEXANDRIA, VA!N223NEad)IAN0 W CAB(WOOD BRUSSI COUNCIL OF, TEING A INURE 6G 64:R Fss TC LL 25.0 PSF REF R561-- 8308 1 ISON,WI OTHERWISE INNDDIICATEDDTOPP CHORD SHALLRHAVERSAFETY PROPERLYPATTACHED SCTICES TRUCTURALTO EPANEELLSNANDHESE BOTTOMNCCHORDSSHALLNLESS HAVE [4"� 19575 P�' , TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. P: r/ ..INPORTANT..DRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 11215129 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANV FAILURE TO BUILD THE TRUSS I -- --- -------- I ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. . 1 BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE - CONNECTOR PLATES ARE MADE OF 20/18/16GA(N.H/SS/K)ASTM A653 GRADE 40/60 (W. K/H,SS)GALI/. STEEL.APPLY �( TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. C 'OM.20,19# v SEQN- 73510 ANY INSPECTION OF PLATES FOLLOWED BY(.)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS •/I1 ,•1 e. ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OLo IN.N POUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561 Z18 i THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T11) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.16" due to live load and 0.38" due applied per IRC-09 section 301.5. to total load at X = 20-3-2. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= ----------7-11-:------7--- -_, \3X4 "j \ 3X4 �j 5 \ 7-4-14 �- 5 j / 0-3-14 , 0-3- 4 - _ 8-4-0 2X4 ii/ 3X4= 3X5 3X4= 2X4\o `� 1 4X6(A2) = 4X6(A2) 1-4-0 �� 1-4-0 8-10-2 _1_ 8-1-14 7-2-9 'I 6-6-5 l_ 6-6-5 ,8,1- 14 6-6-5 L -I 8-10-2 D. 7-2-9 L- 17-0-0 I 17-0-0 F' 34-0-0 Over 2 Supports R=1535 U=144 W=5.5" R=1535 U=144 W=5.5" RL=157/-157 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0..V..-Ta„ OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,h 360-750-1470 ".ARMING"TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 3901 NE 6Sth St,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 �� `SSS TC LL 25.0 PSF REF R561-- 83082 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 \ aG[�FF Q ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ar4/ ,19575 PE R TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. /f BC DL 10.0 PSF DRW CAUSR561 11215130 ..IMPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �- 61 BC LL 0.0 PSF CA-ENG TSB/GWH ALCONFORMANCEN CONFORMANCE WITH TPI: OR FABRICATING. HANDLINGSHIPPING, INSTALLING b BRACING OF TRUSSES. * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AFRPA)AND TPI, ALPINE A 1!-�A A CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W, N/H,SS)GALV. STEEL.APPLY '�N i9955 y i9TOT.LD. 42.0 PSF SEAN- 73501 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. Vs.,!Fs.„,.. ANY INSPECTION OF PLATES FOLLOWED BY(.) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS /RpLO W NSP DUR.FAC. 1.15 FROM KTC I1W Building Components Group,Inc. DRAWING INDICATES A CEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILI Y SOLELY FOR THE BUSS COMPONENT Sacramento,CA 95828 DESIGBUILDING DESIGNER PERSUITABANSI/TPI T1 SEC_ 2.USE Of THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 . I . . . r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - 112) Top chord 2x4 DF-L #1&Bet.(g) (**) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Standard(g) :W9 2x4 DF-L #1&Bet.(g): , Filler 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Member design based on both MWFRS and C&C, wind reactions based on Calculated horizontal deflection is 0.11" due to live load and 0.15" MWFRS. due to dead load. Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace Bottom chord checked for 10.00 psf non-concurrent bottom chord live BC above filler at 24" OC. load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.24" due to live load and 0.56" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 8-8-2. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6 - 3X4--,---z- 7- - , - . , . 3X4%- -- ----:---- 3X4-'---z-- -, 7-4-14 -- 2X4III 4X4s:', 0-3-14 ---, ---- -- ---_-_---,_ ot------- _ ------, 1 _ 3X10(F1) ,----=--.-- _iS ------,N. ili _---< - _ -- _---- -----"------------ 4X6(:2) - 0-3-14 J__ ,iora = M —_ _. . , slgetli°- - 1 TN% dl,8-4-0 3X4-== 5X8- - 5X8AP 3X10 1-4-0 3X4-7--r----2.5 H0514-,------ 2X4(**) Ill 1-4-0 ----,- -,--,- 0-6-4-1170- - -4 3-5-6 4-7-7 6-3-15 13g --&-8 7-4-8 8-2-8 -1 2-5-8 6-2-10 8-3-14 1-6-12 7-2-12 8-2-8 17-0-0 17-0-0 2-5-8 15-9-12 15-8-12 .- 34-0-0 Over 2 Supports R=1536 U=146 W=5.5" R=1535 U=144 W=5.5" RL=157/-157 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.0.' pri. OR/-/1/-/-/R/- Scale =.225"/Ft. 3901 Tru68th Vancouver WA ECT s-Way,Inc 360-750-1470 ••WARNING.*TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. S.<e:$ ' d, TC LL 25.0 PSF REF R561-- 83083 NE St., :OFF,%4 L7E'eSSTR (131=NMOMIXENTZFAETLIN=1:1.wraIBL(ISID 7,,Ru,s-:, (T=PTEAL(E=UTE. a .0 NAG 1 N 6.. .. -10 ENTERPRISE LANE, MADISON.WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS b9 • 14 TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1.4, 19575' 7 A PROPERLY ATTACHED RIGID CEILING. r BC DL 10.0 PSF DRW cAusR561 11215131 --iiimmun--,..“A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 1119 BUILDING COMPONENTS i , GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE min. IN CONFORMANCE WITH TPI.OR FABRICATING, HANDLING, SHIPPING, /NSTALLING&BRACING OF TRUSSES. .4,41;%411.°• DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/113/160A(W,H/SS/N)ASTM A653 GRADE 40/60 (W. K/H.SS)GALA. STEEL.APPLY TOT.LD. 42.0 PSF SEON- 73480 PLATES TO EACH PACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. Ci 441,W.20,19# \,. ANY INSPECTION OF PLATES FOLLOWEDSHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS /49 1,,r)01.‘4. DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. :=6""cATEsN:efiT=ATIEJTgr2ZTEERZ-R2=ZmnT-Wc===m0 : Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561__Z18 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T13) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) (++) - This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g)g :W10 2x4 DF-L #1&Bet.(g): (**) 1 plate(s) require special positioning. Refer to scaled plate Filler 2x4 DF-L #1&Bet.(g) details for special positioning requirements. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Calculated horizontal deflection is 0.11" due to live load and 0.15" due psf. to dead load. Member design based on both MWFRS and C&C, wind reactions based on Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace MWFRS. BC above filler at 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.27" due to live load and 0.64" due load applied per IRC-09 section 301.5. to total load at X = 14-3-4. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.00, CAT II & Pf=19.25 psf. /- 5X6= 3X4c 3X4% - �� , 3X4 7-4-14 _____- ----------'----------------/ / 4X6 2X4 111 �� s \:x62 ) 0-3-14 �)/ : N1. 10 0-3_L 14 2 s H0514= 3X4- T � I 1 „ 8-4-0 3X10(F1) _ ' 5X8= 5X8= 3X10= II 4 3X4: 2X4(**)(++) 111 2X4(**) III 1�y O GLL 2�-4.i-J_ 3-5-6 1 4-7-7 I 6-3-15 1N=�-8 7-4-8 8 2 8 I<2-5-8 6-2-10 —n 5-7-2 F28_12 3_41` 7-6-4 'I` 8-2-8 17-0-0 I, 17-0-0 <2-5-8-1- 11-9-12 -I- 4-0-0 "I- > 15 8-12 34-0-0 Over 2 Supports > R=1447 U=126 W=5.5" RL=148/-143 R=1537 U=145 W=5.5" Design Crit: 1RC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=896(096)/4(1) 10.03.04.0.41OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Wa,Inc 360-750-1470 'IMRNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH LEEREFER TO BSTREET. SUISI TE 312, ALEXANDRIA, VANENT SAFETY,N2231144)IAND NT ABLISHED(WOOD BYTPI COUNCIL PLATE I AMERICA,A6300 //`w(' ..„G IN e� djO TC LL 25.0 PSF REF R561-- 83084 OTHERWISE INDIICATEDDTOP CHORD SHALLUHAVERSAFETY PROPERLY ATTACHED SCTICES RIOR TO TRUCTORALEPANELSNANDHESE BOTTOM FUNCTIONS. UNLESS HAVE �v 19575 PE Ail ' TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED 61610 CEILING. re r opf ..I� TAN POIST..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215132 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS - ----—-- ---' ALPINE DESIGNIN F CONFORMS WITH TPI,OR WI H APPLICABLERPROVISIONS�OFLNOS (NATIONAL DESIGNLSPEC.ABBAF&PA)CINGOgNDRT$PSES. ALPINE ...ittL"y 411BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE MADE OF 20/16/l6GA(W,H/SS/X)ASTM A653 GRADE 40/60 (W, K/H,SS)GALV. STEEL,APPLY /^� qqy 1 TOT.LD. 42.0 PSF SEQN- 73488 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-r, V' 20 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEx A3 OF TP1I-2002 SEC.3. A SEAL ON THIS q p' ITW Building Components Group,Inc. DRAWING INOIATES ACCEPTADE OF PROFESSIONAL ENGINEERID RESPONSIBILiTV SOLELY FOR THE TRUSS COMPONENT e i W'N� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSgI/BTPITI SEC.UZE OF TNIS COMPONENT FOR qNV BUILDING IS THE RESPoNSIBILITY OF THE Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561 Z18 f t • (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T14) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Calculated vertical deflection is 0.16" due to live load and 0.38" due applied per IRC-09 section 301.5. to total load at X = 20-3-2. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= 3X4 --------Z7----__ 3X4a j" A� 5 7-4-14 0-3-14 \ 0-3-14 4X6(A2) = 2X4/i/ 3X4= 3X5= 3X4= 2X4\\\ 1 8-4-0 4X6(A2) 1-4-0 H8-10-2 J_ 8-1-14 8-1-14 7-2 9 "T 6-6-5 �_ J_ 8-10-2 6-B-5 ,r 6-6-5 7-2-9 I, 17-0-0 I 17-0-0 1" 34-0-0 Over 2 Supports R=1446 U=125 W=5.5" R=1537 U=145 W=5.5" RL=148/-143 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•: .,� OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way, y 390NE 68thSt.,VanCOUOver WA ...WARNING.* ER TOO BCSI STREET, COMPONENT TDSAFE VA N ORRMAAGA WTPUBLISHE(WOOD BYTPI COUNCIL PLATE EgINRG BRACING. 16300 //w\w,�' G1NF�s4i TC LL 25.0 PSF REF R561-- 83085_ ENTERPRISE LANE. MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V . TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 PEr' A PROPERLY ATTACHED RIGID CEILING. t /BC DL 10.0 PSF DRW CAUSR561 11215133 ”IMPT 0RTIIN .•FURNIGH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITN BUILDING COMPONENTS C _ , __ GROW, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS _ � 0 �/ BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE N CONFORMANCE WITH PI; OR FgBRI CATING, HANDLING. SHIPPING. INSTALLING P BRACING OF TRUSSES. II * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE G Rd, _ CONNECTOR PLATES ARE MADE OF 20/18/16GD(W.H/SS/A)ASTM A653 GRADE 40/60 (W. R/H.SS)GALV. STEEL.APPLY //-S� *N. t 0 TOT.LD. 42.0 PSF SEQN- 73506 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. V" s �/ ANY INSPECTION OF PLATES FOLLOWED BY(.) SHALL BE PER ANNEX A3 OF TPII-2002 SEC., A SEAL ON THIS '9 P ITP Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THF TRUSS COMPONENT BOLD W.N� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PERSANSI/TPI T1 SEC USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE ReeGwe16/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T15) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFRt Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live for dead load is 2.00. load applied per IRC-09 section 301.5. Building designer is responsible for conventional framing. Unbalanced snow loads have not been considered. Truss chords under overframing must be laterally braced by sheathing or purlins. Extended top chord designed for support as shown; supporting structure and connections by others. 0-3-13 „ 15-4-12 1 5 R=118 U=32 j a 13-6-15 2X4 III / ----PP R=277 U=84 W=1.5" 0-3-14 b 110 rag_.-jgIMIMIMII.Mmmmmmimmom M� 8-4-0 2X4(A1) = 3X5 III c 7-7-4 4-10-8 -J r 7-8-431`112 k16-11-4 Over 4 Supports R=302 W=3.5" R=567 U=106 W=5.5" RL=163 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave • FT/RT=8%(0%)/4(1) 10.03.04.0.• OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way Inc 360-750-1470 ..NARKING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ` ��e� 3901 NE 68th St.,Vancouver WA REFER TO NORTH LEERSTREET,SI SUITEN312.ALEENT XANDRIA. VA. 223FETY 311AY)IAND NTCA(PUBLISHED OOD BYTRUSSTPI COUNCIL PLATE INSTITUTE. 218 OF RICA. 6300 ,w `� G(1/6 is TC TC LL 25.0 PSF REF R561-- 83086 ENTERPRISE LANE. MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4i 19575 PF43 , TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE i. r A PROPERLY ATTACHED RIGID CEILING. if..INPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215134 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ,• S / ALPINE DESIGNIN FORMANCE CONFORMSWWITH APPLICABLERPROVISIONSAOFLNOS (NATIONAL DESIGNLSPEC,&BVRAF&PA)CING OANDRTPI ALPINE ' •,'C i. , 1 BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W, K/H.SS)GALV. STEEL. APPLY Q P�' TOT.LD. 42.0 PSF SEQN- 73496 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. 20,40 r ANY INSPECTION OF PLATES FOLLOWED BY(,)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC., A SEAL ON THIS ITW Building Components Group,Inc DRAWINSICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Roto w.H� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING IHDESIGNER TPER ANSI/11.1ITI SEC_UZE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF TME Renewal 6/302013 SPACING 24.0" JREF- 1 UE5561_218 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T16) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X4--- ...... X4= M 61, 6 2-10-0 0-4-0 _ 7 — — 0-4-0 8-4 0 '/i=!//////////// /////'/////////// 2XL(A1) = 3X5= 2X4(41) 1.. 1-4-0 ..i L1-4-0-3 5-0-0 5-0-0 F` 10-0-0 Over 2 Supports R=133 PLF U=62 PLF W=5-0-0 RL=22/-22 PLF R=131 PLF U=63 PLF W=5-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(09'8)/4(1) 10.03.04.0..0 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.*TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. ` ```, 'OF TC LL 2 5.0 PSF 3901 NE 68th St.,VBnCOUVCT WA REFER TO NORTH LEERSiREETSI (BSUITEN312 ALEENT%ANDRIAE VATY'N223 )IAND WICAB(IWWpD BYTPI COUNCIL PLATE ANERICpINSTITUTE. 2611 `�-` GINSA� o REF R561-- 8 3087 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS- UNLESS CJ 4 TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE mak/ 19575 PE r / A PROPERLY ATTACHED RIGID CEILING. BC DL 10.0 PSF DRW CAUSR561 11215140 "INVORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ALPINALPINE C GROUP. INC. SHALL NOT 8E RESPONSIBLE FOR ANY LING, HI FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS E IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. i . BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE OIL •N CONNECTOR PLATES ARE MADE OF 20/18/16CA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H.55) GALV. STEEL. APPLY �( TOT.LD.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600-0. Q 4411.20.19# V SEQN- 73570 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL 8E PER ANNEX A3 OF TPII-2002 SEC,. A SEAL ON THIS 4, / 0" ITW Building Components Croup,Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPINJ5181LITV SDUELV FOR THE TRUSS COMPONENT OLO%N.v, DUR.FAC, 1 .15 FROM KTC Sacramento,p CAen 95828Group, BUILDING HD SIGNERTPERSANS EL,1TY111 1 SEC,UZE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF TME Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - 117) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR, Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4= 16 6I 2-10-0 _J— 0-4-0 �— 4 0 4-0 ,,. 8-4-0 5X6 -- •2X/-(A1) = 2X4• (A1) I.01-4-0 .-1 L-1-4-0- .J F` 5-0-0 + 5-0-0 I_ 5-0-0 ,I_ 5-0-0 J 10-0-0 Over 2 Supports R=516 U=52 W=5.5" R=516 U=52 W=5.5" RL=79/-79 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.0 WWW. OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Wa Inc 360-750-1470 **WARNING.•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. `'�_J_. �n 3901 NE 60tH St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 l4' 4'47 TC LL 25.0 PSF REF R561-- 83088 NORTH LEE STREET, SUITE 312,ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 '_J GIN F W ENTERPRISE LANE. MADISON, ■I AFOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS_ UNLESS TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHHALLLLH NAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE t(/ 19575P..1' A PROPERLY ATTACHED RIGID CEILING. A IRPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 11215141 GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS _ - - - -- • ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING P BRACING OF TRUSSES. 03 1 BC LL 0.0 PSF CA-ENG TSB/GWH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE ORE IN CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS)GALA, STEEL.APPLY .(1�� q TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z, CI W.�'Oat vQN- 73566 ANY INSPECTION OF PLATES FOLLOWED 8V(i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 1TW Building Components Group,Inc WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Iii,„, VCR' DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DEDESIGNSLDING DESIGNER THPER SUITANSI/TPI TI PAD UZE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE aW ROWAI A/ao/zov SPACING 24.0" JREF- 1UE5561_Z18 At + , 1 ` THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T18) Top chord 2x4 DF-L #1&Bet.(g) (*4) 1 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Standard(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C, wind reactions based on load applied per IRC-09 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor Right end vertical not exposed to wind pressure. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X4 _1 a Mil 2X4 4X4 BM I 4 /04/ -- 3-7-12 %�� 2-1-15 0-3-12 _— —4- A0F8-4-0 35 4X8= 3X4(**) 3X6 III LE-1-4-0- 5-5-2 10-0-61- 4-6-14 4-5-8 4-5-8 L- 10-0-0 . 4-5-8 J I! 14-5-8 Over 2 Supports R=710 U=72 W=5.5" R=602 U=56 W=5.5" RL=60/-43 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.: W • •0,RS OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. - 11. ky TC LL 25.0 PSF REF R5 6 1-- 83089_ 3901 NE 68th St.,Vancouver WA REFER TO 8CS1 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 ` V NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 CO „,..,..,04, GIN E' ) SAFETY PRACTICES PRIOR TO OTHERWISEENTERPRISINDICATED TOPCHORDSHALL9HAVERPROPERLY ATTACHED STTRUCTURALEPNELSOAND BOTTOMTHESE NCHORD SHALUNLESS HAVE 1957-P ? TC DL 7.0 PSF DATE 08/03/11 A PROPERLY ATTACHED RIGID CEILING. dt BC DL 10.0 PSF DRW CAUSR561 11215142 "IMPORTANT•`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ALPINE INUP. INC. SHALL CONFORMANCEWITHOTPIE ORBFFABRICATINSIBLE G, HANDLING, SHR ANY HIIPPIING THIS NSTALLING B BRACIINGFAILURE OF TRUSSES THE TRUSS / -- 1, ji BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFLPA)AND TPI. ALPINE Y. CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/N)ASTM A653 GRADE 40/60(W. K/H,SS)GALV.STEEL. APPLY ^ 444 p 1 V TOT.LD. 42.0 PSF SEQN- 73490 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600-Z. V ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPII-2002 SECA. A SEAL ON THIS 11'W Building Components Group,Inc. WING INDICATES ACCEPTANCE OF POFESSIONAL ENGINEERING RESPONSIBILITY SOLELY OR THE TRUSS COMONENT Rojo W.Nti DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDIHAVE d NGHDDESIGNER PER SUNSIB/TPIT 1 SEC.USE OF HIS COMPONENT FOR ANV BUILDING IS THE RESONSIBILIT OF THE Renewal6/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 • (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEW00D STREET TIGARD, 0 - T19) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS 8 DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) (++) - This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :W4, W11, M35 2x4 DF-L #1&Bet.(g): anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Filler 2x4 DF-L #1&Bet.(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace Bottom chord checked for 10.00 psf non-concurrent bottom chord live load BC above filler at 24" OC. applied per IRC-09 section 301.5. Calculated vertical deflection is 0.01" due to live load and 0.06" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 37-1-11. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Shim all supports to solid bearing. 6X6= Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. (**) Plate(s) require special positioning. Refer to scaled �•��W4 T plate plot details for special positioning requirements. c 6 L5X6 Vii/ l 6 3X5 1111111011.... H 3 04011 l' :/• X4 / 1 0410 . . 0. c ��_,,,___ , , 3X5(A1) = / I jJTJlJ/7J \ 8X8��1 8X10= Ar` t2. . M -, 4.651 (1:12-5-2 10-5-0 0-4-0 ��: / 2.5 �ee ci�� Wll 5X8= H0514- yy � `` 0-3-14 T ;.��1��- 1 8-4-0 3X4= —1-4-0 5-5-7 >I< 9-9-14 >I< 9-7-14 >) 3X10 _ H0514(**)(++) 3X4— 4X7(A2) (-- _ 29-9-0 7" 9-10-13 1 L I_1- 7 2 10-4-15 `I 6�`8 9-8-5 6 8 + 6 6 9-8-5 -I- 6 I7,3-4-14 m 3-9-14 _j r2-8-11- s'.j f3-7-4 < 20-1-4 + 16-9-5 ,I, 4-3-15 20-1-4 19-7-12 —1-5-8 ..c < 41-2-8 Over 5 Supports > R=393 U=83 W=5.5" R=126 PLF U=9 PLF W=9-7-14 R=480 U=59 W=5.5" RL=325/-342 R=96 PLF U=13 PLF W=9-11-14 R=203 PLF U=29 PLF W=9-7-14 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.0.a OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way Inc 360-750-1470 WINING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. / �W 0 3901 NE 68th St.,Vancouver WA REFER TO B=SI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 (�� V TC LL 25.0 PSF REF R561 - 83090 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND WTCA(W000 TRUSS COUNCIL OF AMERICA, 6300CO aGINE- ... Cl ENTERPRISE LANE, MADISON, WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSTC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 19575 A PROPERLY ATTACHED R1816 CEILING. "IMPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215143 ALPINE P, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATIONISHIPPING. FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS _ _ I'WII.I�111\I� vim IN CONFORMANCE WITH TAI; OR FABRICATING, SAOFLING, NA IOIAL. ISIGNLSIEC 8 BRACING OF TRUSSES. ,LA ' BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFBPA)AND TPI. ALPINE O'ETON CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W.N/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY 4%.20,•.80 TOT.LD. 42.0 PSF SEQN- 73785 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. V. ANY INSPECTION OF PLATES FOLLOWED BY(.)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS qR !5* ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OLD W.N TUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER SANSI/TPI T1 SEC,UZE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Renewal 6/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 • • (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T20) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) (++) — This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W4, W11 2x4 DF-L #1&Bet.(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Lt Wedge 2x4 DF-L Standard(g): anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Calculated horizontal deflection is 0.35" due to live load and 0.49" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.56" due to live load and 1.36" due load applied per IRC-09 section 301.5. to total load at X = 20-1-4. Deflection meets L/240 live and L/180 total load. Creep increase (") Plate(s) require special positioning. Refer to scaled factor for dead load is 2.00. plate plot details for special positioning requirements. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6X6 - H0514(**)(++) 5X6 3X5' ------ W4 2X4 6 3X4- 6 r- G 10-4-10 MINN 8X10= -------- -- -, �- p, 8X8 '' a.ss 2.s ` h 0-4-0 _�� W11 i ,-- .--000000-0000000000001000,11.2.s 5X8-------- -- HO514� 3X4__ 0-3-14 a0��1 8-4-0 3X10= T 3X12(F2) = H0514(**)(++) 1H 3X8111 4X7(A2) 7-2-3 6-4-8 6-6-8 6-6-8 6-7-8 3-7-4 3-0-3 1-3-12 10-4-15 9-8-5 9-8-5 3-4-14 3-9-14 -8-11 20-1-4 s-B >I< 16-9-5 J, 4-3-15 20-1-4 19-7-12 -�-5 s 41-2-8 Over 2 Supports R=1861 U=164 W=5.5" R=1768 U=141 W=5.5" RL=226/-238 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.060 __ ' OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Wa/Vy,,Inc M0-750-1470 ...WARNING•'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. L��GQ O"Fs.(5 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUITE„31ZC RLEXA o:%E. VAINZ23 )IANC WTCA(WOOED BRUSSI COUNCIL'1, -E, 6300 �� ,GINE-, GIN f V. TC LL 25.0 PSF REF R561-- 8309 1 ENTERPRISE LANE, MADISON,WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4`19575•'F� v TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE • A PADPERLT ATTACHED RIGID CEILING. ride ..IWPORTANTR.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215149 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS - - --- ALPINE _ IN CONFORMANCE WITH TVI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES. '( E A BC LL 0.0 PSF CA-ENG TSB/GWH DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFLPA)AND TPI. ALPINE OR W N CONNECTOR PLATES ARE MADE OF 20/18/16GA(8,41/55/8)ASTM A653 GRADE 00/60(W, N/H,SS)GALV.STEEL. APPLY 1�a y TOT.LD. 42.0 PSF SEQN- 73769 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY(,)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PRDFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �ROLp W_NS..•., DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUI TABILIIY ANO USE OF THIS COMPONENT FOIL ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1SEG 2. ROnewel6/3O/ZD13 SPACING 24.0" JREF- 1 UE5561 Z18 a e a (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T21) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS&DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) (++) - This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W4, W11 2x4 DF-L #1&Bet.(g): 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Lt Wedge 2x4 DF-L Standard(g): anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Calculated horizontal deflection is 0.35" due to live load and 0.50" due MWFRS. to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.56" due to live load and 1.36" due load applied per IRC-09 section 301.5. to total load at X = 20-1-4. Deflection meets L/240 live and L/180 total load. Creep increase (*0) Plate(s) require special positioning. Refer to scaled factor for dead load is 2.00. plate plot details for special positioning requirements. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6X6 T 5X6 3X5 s 2X4 0 a W4' 6 6 / 3X4 10-4-10 x 8X10= z 8X8 4.65 0 4-0 ` 2.5 _ _ - < _ ' W11 1 10 - 2.5 5X8= H0514 __�� 0-3-14 $.� 1 I 3X4= �—a,�1 8-4-0 3X12(F2) = 3X10= I =-=- 3X8111 H0514(**)(++) 7-2-3 6-4-8 6-6-8 6-6-8 6-7-8 3-7-4 3-0-3 1-3_12 4X7(A2) 10-4-15 9-8-5 9-8-5 3-4-14 3-9-14 -8-11 20-1-4 —5—: x 16-9-5 ,I, 4-3-15 20-1-4 19-7-12 -�-s 8 41-2-8 Over 2 Supports >, R=1772 U=145 W=5.5" RL=215/-220 R=1770 U=142 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.04.0..` OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750.1470 •• R� WARNING*.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. / W `O 3901 NE 68th St.,Vancouver WA NEET(BSUITEN312 ALEFXANDRIAE VAN223y4A I11)IANp WTCAB(WOODD ERUSSI COUNCIL PO EAM'E TAUTE, 26th /, `��` G'N� ,O s TC LL 25.0 PSF REF R561-- 83092 ORTH LEE�STR ENTERPRISE LANE, MADISON. MI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V ' 2 , TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE V.19575'E , 9 A PROPERLY ATTACKED RIGID CEILING. , "IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS -17.)3 BC DL 10.0 PSF DRW CAUSR56l 11215144 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS q - - _-- -- -'---- ALPINE _ IN DESIGNFORMANCMSWITH WITHTPI,OR APPLICABLERPROVISIONSAOFLNOS(NATIONNDL DESIGNLSPEC,66BBRACING OFTRUSSES.PI. ALPINE OREGON 3 BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY ,( p 4 TOT.LD. 42.0 PSF SEQN- 73774 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. V_ 411. 1� ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS iR !r ITW Building Components Group,inc. DRAWING INDICATES r.ECCEPTANCE DF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT OLp yJ,N DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSEETPI�SEC_ 2.USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Renewal /3o/2013 SPACING 24.0" JREF- 1 UE5561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T22) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) :W4 2x4 DF-L #1&Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Calculated horizontal deflection is 0.34" due to live load and 0.49" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to dead load. load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.50" due to live load and 1.23" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 20-1-4. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6X6 til 7- 5X6 5X6 W4I 2X4 �1. 41.1, 2X4% �// 10-4-10 / mw 8X8= �: z.s z.s 0-4-0 0-4-0 5X8= 5X8— T 4-0 4X8(F1) = 4X8(F1) 7-2-3 10-4-15 _I_ 6-4$ 9-8-58-6-8 -8-5-6-8 6-6-8 J_ 6-4-8 -1- 10-4-175-2-3 c 20-1-4 >I< 20-1-4 20-1-4 20-1-4 >. 40-2-8 Over 2 Supports >- R=1729 R=1729 U=141 W=5.5" R=1728 U=141 W=5.5" RL=219/-219 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0•5Np. OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 •EN1IRNINO•..TRUSSES REQUIRE EXTREME URE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. �(� ` '/ REF R561-- 83093 39(]1 NE 60d1 St.,Vancouver WA REFER TO ORTN LEEBSTREET(BSUITEN3IPLEXANDRIAENT E VATY'N2023�16AjIgND WI"CABLISHED(W00D BYTPI COUNCIL POF�AMERICgINSTITUTE. 6218 300 `y( G'N�� S. TC LL 2 5.0 PSF ENTERPRISE LANE, MADISON,WI A 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS- UNLESS 59 TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE '19575 P 'D A PROPERLY ATTACHED RIGID CEILING. fBC DL 10.0 PSF i/' DRW CAUSR561 11215145 A.INPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITV BUILDING COMPONENTS - GROUP.GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS I1�� 03 1 1 BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. ORhaL. J DESIGN CONE BBS WITH APPLICABLE PROVISIONS OF 105(NATIONAL DESIGN SPEC. BV AFbPA)AND TPI. ALPINE TOT.LD. 42.0 PSF SEQN-TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. G �/ �( 73730 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPII-2002 SEC., A SEAL ON THIS IA? .,0*- 1N .,�P DUR.FAC. 1.15 FROM KTC [TW Building Components Group,Inc. WING IMDI UTES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SDIELV FOR THE TW SS COMPONENT Sacramento,CA 95828 DESIGN SHOWS. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPoNSIBILITV OF THE Renewal CT T.� BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. Sr AC I NG 24.0" J REF- 1 UE556 1 Z 1 8 o ' , • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T23) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) :W4 2x4 DF-L #1&Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Calculated horizontal deflection is 0.34" due to live load and 0.48" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to dead load. load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.51" due to live load and 1.23" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 20-1-4. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6X6= 5X6 5X6�- W4' �i 1," 2X4,------ 2X4--- 10-4-10 X42X410-4-10 6 r- .mel. 6 8X8 02.5 0 0-4-0 2.5 5X8= 5X8= 0-4-0 -4-0 4X8(F1) s---=- 4X8(F1) 1-4-0 7-2-3 0-4-15 j_ 6-4-8 9-8-5 6-6-8 'I` 6-6-8 9-8-5 J_ 6-4`8 __I__ 10-4-175-2-3 c 20-1-4 Ic 20-1 4 '1 20-1-4 20-1-4 40-2-8 Over 2 Supports > R=1818 U=160 W=5.5" R=1727 U=141 W=5.5" RL=230/-238 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.-1",� . ..op OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.*TRUSSES REWIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. f' leS+ 390I NE 60t}St,Vancouver WA REFER TO NORTH LEEBSTREET. SUISI TE 312.COMPONENT LEEXANORIAE VA. 2233TY MGA)IAND 1?CAB(ISHED BY YA OD TRUSS COUNCIL PO TEINSTITUTE. 218 AMERICA 6300 '�w�w&b _`(j[H�n is, TC TC LL 25.0 PSF REF R561-- 8 3094 ENTERPRISE LANE. MADISON. WI 53]19)FOR SAFETY PRACTICES PRIOR CO PERFORMING THESE FUNCTIONS. UNLESS V l_ , TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 4/ ,19575 P,R 7 A PROPERLY ATTACHED RIGID CEILING. f ATTACHED BC DL 10.0 PSF DRW CAUSR561 11215146 'AIRPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS WBC LL 0.0 PSF CA-ENG TSB/GWH IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING B BRACING OF TRUSSES. CI.'e0 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE • _ CONNECTOR PLATES ARE MADE OF 20/10/16GA(W.H/SS/K)ASTM A653 GRADE 60/60(W, K/H.SS)GALV, STEEL.APPLY /1 TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1606-2. V VQN- 73725 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPII-2002 SEC., A SEAL ON THIS `'P [TW Building Components Group,[nc WING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONTH OCD W.N� DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING Hp SIGNER PERSANSII//TPI 1 SEC UC. SE OF THIS COMPONENT FOR ANV BUILDING IS TME RESPONSIBILITY OF THE RWDMWd16/30/2013 SPACING 24.0" JREF- 1UE5561_Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T24) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally Bottom chord checked for 10.00 psf non-concurrent bottom chord live spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing load applied per IRC-09 section 301.5. material to be supplied and attached at both ends to a suitable support by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= 1.\. T 5X6 5X6 2X4 2X4 10-4-10 6 0-4-0 i 0-4-0 -. l 8-4-0 5X6= 5X8= 5X6= 4X7(A2) --= 4X7(A2) 1-4-0 H 7-1-0 6-6-2 6-6-2 6-6-2 6-6-2 7-1-0 10-4-1 9-9-3 9-9-3 10-4-1 I, 20-1-4 ,I, 20-1-4 J F` 40-2-8 Over 2 Supports >1 R=1811 U=161 W=5.5" R=1720 U=141 W=5.5" RL=229/-237 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.$-: ,.-t., OR/-/1/-/-/R/- Scale =.1875"/Ft. Trus-Way Inc 360-750-1470 **WARNING".TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. L 3901 NE 68th St,Vancouver WA RREFER TO ERTN LEE BSTREETSI (BUILDING SUITE COMPONENT ALEXANDRIA. VAINFORMA INFORMATION) W PUBLISHED CA(WOOD BYTPI (TRUSSOUNCIL PLATEINSTITUTE, 623 `(` GINE. S/O TC LL 25.0 PSF REF R561-- 83095 ENTERPRISE LANE, MADISON, WI 53718)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS l0 "19575 PE TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PADPERLY ATTACHED RIGID CEILING. — **IMPgRART•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11215147 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS , ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES, 0.1 L S. 1 1 1 BC LL 0.0 PSF CA-ENG TSB/GWH * DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF6PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W. K/H,SS)GALA.STEEL.APPLY /S o 39# TOT.LD. 42.0 PSF SEQN- 73604 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. V- ANY INSPECTION OF PLATES FOLLOWED BY(0 SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �ROLD V11,N�P POUR.FAC. 1.15 FROM KTC ITP Building Components Group,Inc. DESIGNNGSHWICATESTHECSUITABILITY ANDFOSEIOFATHISGINCOMPONENTRFOROANYBBUI DING ISL THERESPONS BILITY OONTE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/EPI 1 SEC 2- Renewal 6/30/2013 SPACING 24.0" JREF- 1 UE5561 Z18 ' ` • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (112920-PARR LUMBER WEST LINN CRAIG SIMMONS -- 9300 SW EDGEWOOD STREET TIGARD, 0 - T25) Top chord 2x4 DF-L #1&Bet.(g) (**) 2 plate(s) require special positioning. Refer to scaled plate Bot chord 2x4 DF-L #1&Bet.(g) plot details for special positioning requirements. Webs 2x4 DF-L Standard(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Truss spaced at 24.0" OC designed to support 1-4-0 top chord Member design based on both MWFRS and C&C, wind reactions based on outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not MWFRS. be cut or notched. See DWGS A11015050109 & GBLLETIN0109 for more requirements. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing Bottom chord checked for 10.00 psf non-concurrent bottom chord live material to be supplied and attached at both ends to a suitable support load applied per IRC-09 section 301.5. by erection contractor. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.00, CAT II & Pf=19.25 psf. See gable detail dwgs for additional wind bracing requirements. 4X8 3X6 : :� T 1- 3X6' 6 ( , ill,,' :I. C ( 4. 0-4-044 4 0-4-0 6 I D Q 4 t U �' B � n a of a o a b n �' 0 8_4_0 T 1,= ,//////iiiiiiiii//iiiiiii/i/////////iRini//////iii/iiiiiiii///////v/Rini/////////iiiiiiiiiiii/////r/iiiiiiiiiiiiiiiiiiiiiiiiii/ii/i� T 3X5(A1) = 2X4(**) III 3X6= 3X5= 3X5(A1) 3X5= 2X4(**) III 1-4-0 15-2-11 �� 9-9-3 =1 L 20-1-4 ,I_ 20-1-4 F' 40-2-8 Over 4 Supports R=128 PLF U=20 PLF W=10-4-1 R=136 PLF U=11 PLF W=9-9-3 RL=31/-32 PLF R=135 PLF U=11 PLF W=9-9-3 R=115 PLF U=16 PLF W=10-4-1 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0.'WQe. OR/-/1/-/-/R/- Scale =.1875"/Ft. TruNE6,Inc Vancouver •R•ERMTO BCSITRUSSES(BUILDINGIRE COMPNENMSAFETYE CARE I INFORMATION), PUBLIISHED BY TPIPI(TRUSSSTALLING PLATE NSTITURECING.2 B '`�R fiF TC LL 25.0 PSF 3901 NE 68th sL,vencDuvaT wn L REF R561-- 83096 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22316)AND NTCA(HOOD TRUSS COUNCIL OF AMERICA. 6300 \� I_\GIN`[, Q ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS C� [_ AI. TC DL 7.0 PSF DATE 08/03/11 OTHERWISE INDICATED TOP CHORD SNALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1957 • 71 A PROPERLY ATTACKED RIGID CEILING. 1 / BC DL 10.0 PSF DRW CAUSR561 11215148 ..INPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS E W.NI 3 11 BC LL 0.0 PSF CA-ENG TSB/GWH ALPINE IN CONFORMANCE WITH TPI; N FABRICATING, HANDLING. SNIPPING. INSTALLING&BRACING OF TRUSSES. DESIGN CONFORMS KITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BV AF&PA)ANO TPI. ALPINE C1 CONNECTOR PLATES ARE MADE OF 20/18/16CA(W,H/S5/K)ASTM A653 GRADE 40/60 (W. K/H,SS) GALV. STEEL.APPLY /� .G..�,_..A TOT.LD. 42.0 PSF SEQN- 73623 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. C' -``�111CC `JP_ y ANY INSPECTION OF PLATES FOLLOWED BY(,) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,. A SEAL ON THIS 1 00A 11Building Components Group,Inc. IN WG INDICATES THEACCEPTANCLEI OFY APROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT QLO yd.," DUR.FAC. 1.15 FROM KTC W Sacramento,CA 95828 BUILDING DESIGNER PER SANSI/TPI T1 SED USE OF THIS COMPONENT FN ANY BUILDING IS THE RESPoNS181LITY OF THE RWBWWA16/30/2013 SPACING 24.0" JREF-_1UE5561_Z18