The URL can be used to link to this page

Plans (40) 7 7,0 t-`-s h ; BEL,r.'. ''i 147,,,,.L.,' grail. JUL 30 2.'313 13 11141 CM BUILDING DIV SIGN { 19' — - 17' -. 4' 6' 4'y, PARR LUMBER SIMPSON/ITW HANGERS NAILS PACIFIC EVERGREEN HOMES A.HUS26/HDPT26 N1621!2' -no GE TROXEL 1337 STANSFIELD C.LL429/Sr°2C20 N1611(C 1 „ 6/12 1'-6' OH D41HUS2&2/H01728-2 N16212' 1 E•HGU5262l HHDTP28-2 N162112' / LOADING 25-7-10 P=HG Vet.4 HH0 3N =Ws GE G-THJAMM/MHJT N16212' 11" OA HEELS H•MTHM//AWN N16212' �.,-......__. ............. ALL HANGERS HUSMU.N.O. jj" n ,`it ' T"—if _ — _ ! V ( I ' i Nh (ANT 2 p" .— , ...a .21 it 1! I, I ,1 ` ii 11 1 11 ll 1i i 1 j ( I ° II 1 II ' it j 'I 1 N II 0 1 ;1 1 I 1 I' 1 Li, ( i 1' �I ;I it zir 111, 1 fill F 0lli h Ii 0 I is 1 !I� 1 STUB 10' 0 1 1r, 11 1 q Il Tot¢(QTY&6) :T04( TY=3)I TOO(QTYy6) I, ' c ..... .... _..... .... .-.. r I d q ri A L if F' 11 i. 0 CO i ii i 1 ( I it 1 I 11 v 1 Y °_..._... I! ; i) I ANT3' -0' ( 11II I � ._ .„„J.,,,,,,,,,1„„..........!.......„„..1_,,i.„„„.,. „,. T75 .....L • CANTS'-51/Z T14 SP S�R1iE isi F 2O ! W Z J W LT11 STIR!GE Ce L TOT GE .. mc, T10 GE 2>r;- n - 0 20' - 10'6"8 -- 5'5"8--- 4' 6' 4'�:. 0_Q O E z 50' d "~mc - E 2 c a o _Rai V8°'-a_'2 w JOB NO: 132480 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:1UWB561-Z0117160831 Truss Fabricator: Trus-Way, Inc Job Identifiication: 132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD' OR Model Code: IRC 4t0' 49 , i) PROPk- Truss Criteria: IRC2009/TPI-2007(STD) .- Engineering Software: Alpine proprietary truss analysis software. Version 10.03. f '� Truss Design Loads Roof - 42 PSF @ 1.15 Duration Floor - N/A Wind - 110 MPH (ASCE 7-05-Closed) 0 Notes. �qs,, NRf _; 1. Deternination as to the suitability of these truss conponents for the EXP UsT /2b 3 structure is the responsibilityofthe building designer/engineer of 2. MsCss�ioinaon atl�acfiea drawings; fhe drawing nunber is preceded by: CAUSR561 Details: A1101505-GBLLETIN- Submitted by CWC 16:08:14 05-17-2013 Reviewer: TSB $ $ # Ref Description Drawing# Date 1 21676--T01 13137155 05/17/13 2 21677--T02 13137156 05/17/13 3 21678--T03 13137157 05/17/13 4 21679--T04 13137158 05/17/13 5 21680--T05 13137159 05/17/13 6 21681--T06 13137160 05/17/13 7 21682--T07 13137161 05/17/13 8 21683--T08 13137162 05/17/13 9 21684--T09 13137163 05/17/13 10 21685--T10 13137164 05/17/13 11 21686--T11 13137165 05/17/13 12 21687--T12 13137166 05/17/13 13 21688--T13 13137167 05/17/13 14 21689--T14 13137168 05/17/13 15 21690--T15 13137169 05/17/13 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T01) 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) :M26 2x4 DF-L #1&Bet.(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Right cantilever is exposed to wind Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or See DWGS A11015050109 & GBLLETIN0212 for more requirements. notched. (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.). load applied per IRC-09 section 301.5. Bracing material to be supplied and attached at both ends to a Deflection meets L/240 live and L/180 total load. Creep increase factor suitable support by erection contractor. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Fasten rated sheathing to one face of this frame. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X6 W 6r- W N 3X5 i (a: I (a'1afa? 9-5-0 -, 6 I 0-11-0 'I 11110IIIW T i////////////)/////►/A//),////r/�i��///�//i�� i//////////////7///7 ////i////ii i M26 0-11-0 1T0 9-0-0 3X5= L2' _11.60.1 II— 17-0-0 J. 17-0-0 J I- 34-0-0 Over 2 Supports >1 R=85 PLF U=12 PLF W=10-0-0 RL=24/-21 PLF R=119 PLF U=13 PLF W=22-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.04.4 ...n;. QTY:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 4` ti 3901 1E DIy}h St,Vancouver WA NORTH LEEREFER TO NGSTREET, SSUISI TENG 312,ALLEENT SAFETY EXANDRIA, VA.II2233114)I AND RICA(WOOD BY). PUBLISHED TPI COUNCIL PLATE AMERICA. 63300 .‹g q c-ENTERPRISTl. LL 25.0 PSF REF R561-- 21676 OTHERWrISEEI DIICATEDE. OTOPNCHORD SHALL HAVE) RSAFETY PRACTICES PROPERLY ATTACHED STRIOR TO UCTURALEPANELSNG THESE AND BOTTOMNCHORD SHALLTIONS NLESS HAVE f [trFI„. e TC DL 7.0 0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. ' I ,.,,. '" - ..IMPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS „ BC DL 10.0 PSF DRW CAUSR561 13137155 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS i � OREGON 6 �► ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING 8 GRACING OF TRUSSES. ut BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFBPA)AND TPI, ALPINE i. Ot ON o-�g� C PLATESCONNECTOR TO EACHES FACEEOFADE OF TRUSS AD18/UNLESSWOTHERWISEASIR LOCATED3ON�TfHE IIISSDESSIIGN. POSIITION PERVSTEEL APPLY IS'DRAWINGS 160A-Z. 4l $M. `p 4� '^ TOT.LD 42.0 PSF SEQN- 877669 ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS Y " }nom, ITW Building Components Group,Inc. DRRAAWIIN SINDICATESTHACCEPTABCE OF PROFESSIONAL ENGINEERING RESP NSSIBILILDINGO ELTNEORETOE TRUSS CCY OFIIENT /AN OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP. 12-31-13 SPACING 24.0" JREF- 1UWB561 Z01 05/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - 702) 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. :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.980' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Right cantilever is exposed to wind Left end vertical not exposed to wind pressure. (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.). Bottom chord checked for 10.00 psf non-concurrent bottom chord live Bracing material to be supplied and attached at both ends to a load applied per IRC-09 section 301.5. suitable support by erection contractor. 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. 7X6= Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6 1— 4X4 5X6 1 11Q 9-5-0 loji0000.. 5-11-0 3X5 3X4-* i i —..1kL NN — ll �- 0-11-0 3X6111 3X4= 3X5= 3X4= 3X4= XasZgT 34 E3 2X4 III ) 3X8(E3) III LLc 2' X11_6_0.1 I< 3-8-10 7-0-0 6-6-13 'll..1_ 8-2-8 i— 6-5-12 2-3-12 6-8-10 �l- 4-8-3 12-3-12 L 7-0-0 ,I. 17-0-0 J k24-0-0 Over 2 Supports R=904 U=90 W=5.5" R=1250 U=89 W=5.5" RL=116/-160 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.0- o ITY:9 TCOR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 •R•ERNTO BCSI TRUSSES (BUILDING UIRE EXTREME CARE COMP ENT SAFETY IN NFFABRICATION. ION). PUBLISHED BY TPSHIPPING, (TRUSS PLATE INSTITUTE.BRACING 218 LL 25.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA. 22314)AND IBCA(ROOD TRUSS COUNCIL OF AMERICA. 6300 C. gg,, a REF R561-- 21677 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1 v(,9„ 1465g "e ` TC DL 7.0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE M„ & A PROPERLY ATTACHED RIGID CEILING. ✓'y /� ''IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS ) BC DL 10.0 PSF DRW CAUSR561 13137156 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ^"". n ALPINE _ IN CONFORMANCE WITH TP1. OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. �! ,+gyp BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)ANO TPI. ALPINE .yy..+-'e 65 ^^mm " PLATESCONNECTO EACHES FACE EOFATRUSS ANDE OF ,8/UNLESSWOTHERWISEASTM LOCATED3GRADE ON THIS DESIGN,POSITION PERVSTEEL DRAWINGS 160AVZ. � #• 1e TOT.LD. 42.0 PSF SEQN- 877629 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX Al OF TP11-2002 SEC.3. A SEAL ON THIS ITBuildingComponentsGroup,Inc DESIGN SIH CATESTHECSUIT BILITY D U ANSEIOFATHISGINEER�ENTRE05POISYBRAILOING ISLTHE RESPONSIBILITY OFNTHE DUR.FAIT. 1.15 FROM KTC W Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. E1445`, 12-31-'3 SPACING 24.0" JREF- 1 UWB561 Z01 05/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T03) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.11" due to live load and 0.26" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 20-3-6. 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 PiR T Oh 5X6 5X6 3X4-0- 6 r 1\ ---1s 9-5-0 3X8(E3) III 3X4 0-11-0 / w m 0 11 0 9_0_0 JL T 1 2X4/// 3X4= 3X4(E3) = 3X5= 3X4= 2X4\\� 3X4(E3) 1-6-0 .r.,-- 3X8(E3) III 1-6-0 k8-9-8 _i_ 8-2-8 _I_ 8-2-8 _. _ 8-9-8 7-1-13 ,l_ 6-6-13 l 6-6-13 1, 6 6-13 l� 7-1-13 I, 17-0-0 I 17-0-0 J 34-0-0 Over 2 Supports R=1555 U=141 W=5.5" R=1555 U=141 W=5.5" RL=211/-211 Design Crit: IRC2009/TPI-2007(STD) PLT TYPy. Wave FT/RT=8%(0%)/4(1) 10.03.04 , O,'.`4TY:6 OR/-/1/-/-/R/- REFScale =.1875"/Ft. Tms-Wa3901 NE 68th St.,Vazlcouver WA-750-1470 **WARNING.. REFERR LEE STREET.ERT(BUILDING I G RITE EQUIRE ALEXANDRIA,EYA XTREME CARE N FAFORM AT ION)W PU AL ISHD TRUSS PO(COUNCIL SLAT WINS AND BRACING. 2300 g -'® R561-- 21678 REFER TO BST .BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 +- :d „al,.... y"x” TC LL 25.0 PSF ENTERPRISE LANE. MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS f 1et)9 TC DL 7.0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE o. � "A PROPERLY ATTACHED RIGID CEILING. { ..IUPORTART.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS "y.-^" f¢ BC DL 10.0 PSF DRW CAUSR567 13137157 11 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS fil OREGON �K BC LL 0.0 PSF CA-ENG TSB/CWC * - ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING A BRACING OF TRUSSES. „�4 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE b^ CONNECCONNECTOR OR PLATES SAAREOMADE OF DEUOF AND,8/UNBLES(W,H/SS/K)ASTM AA653ED 0GRADES`0DESIGN,O( POSITION GALVPER DRSTEEL.S 1APPLYZ. ./�� . 7,,1 ' 0"�'`'° TOT.LD. 42.0 PSF SEQN- 877591 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS '1401114.CIT1 DUR.FAC. 1.15 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ... 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. E:1/P. 12-3'`_i3 SPACING 24.0" .)REF- 1UWB561_ZO1 03/17/2013 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T04) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Left cantilever is exposed to wind chord1 .00 Calculated vertical deflection is 0.04" due to live load and 0.13" due loadom applied percked IRC-O9rsectionpsf 301.5.non-concurrent bottom chord live to total load at X = 30-5-11. 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. 6X6 ill ... 4%14144111114144111 s ,— 5X6 5X6 4X6 to), /\ 9-5-0 3X4% \ -1s 3X8(E3) III 3X4�� i 0-11-0 • - T � 0-11-0 0-0 T 3X4(E3) = 3X4111 3X5= 3X4= 3X5= 3X4= 2X4\\\ 3X4('3) -=- L-3-0-0- ..1 L-3-0-0-� 3X8(E3) Ill a,s-01 3-2-12 7..-.05-6-12 I_ 8-2-8 J_ 8-2-8 _I_ 8-9-8 3-2-12 3-9-3 6-8-10 -I- 6-6-13 6-6-13 7-1-13 I. 17-0-0 _I— 17-0-0 J Fr 34-0-0 Over 2 Supports R=1606 U=115 W=5.5" R=1404 U=130 W=5.5" RL=199/-191 Design Crit: 1RC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04 _% ;�QTtFY:3 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way, • REQUIRE CARE HANDLING, INSTALLINGANDTCTC LL 25.0 PSF REF R561-- 21679REFERTTOBCSI (BUILDING SAFETY INFORMATION) BY TPI (TRUSS PLATE INSTITUTE g@S01 aa390IISt,VALEXANDRIA. A WT (W OAAMERICA. 6300 , � BLISHED lammr 312. 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 d' r D TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. t a.,,... r- I•PORTAMT."FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTR. ITW BUILDING COMPONENTS /` 1Y N�,,.o- pBC DL 10.0 PSF DRW CAUSR561 13137158 GROUP, INC SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS s BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING E BRACING OF TRUSSES. ON DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE , g��§fi42 «`' CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(M. K/H,SS)GALV. STEEL. APPLY # y;is �.„ .� V ,~ TOT.LD. 42.0 0 PSF R. PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1GOA-Z. ®P,� a .,M� / rt, SEQN- 87761 4 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS 10.0 ,{y�� ITW Building Components Group,Inc. DESINl SHUWN. SWECSUITABILITV ANDFUSEIOFATHISGCNOMPONENTRFOR BSYBBUILDINGS ISLTHEORESPONSIBILITY OFNTHE / OUR.FAC' 1'15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ET. 2-3i-1; SPACING 24.0" JREF- 1UW6561_Z01 05/17/2013 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - 705) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.539' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 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 0.25" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 20-3-6. 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 G 6 ,— -1 6 9-5-0 /4\ 0-11-00111111° T m t 4141104,11 0-11-0 3X4(E3) 4.2X4/// 3X5= T 9 0 \"J 2X4\\\ 3X4(E3) 3X8(E3) III 3X8(E3) III 7-1-81-39-8 ,r _I_ 6-6-13 8-2-81` 6-6-13 T 2-8 J_ 8-9-8 L 17-0-0 6-6-13 -n7-1-13 IIII .1 17-0-0 J r' 34-0-0 Over 2 Supports >� R=1456 U=121 RL=179/-179 R=1456 U=121 Note: All Plates Are 3X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03 04 4 QTY:6 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Wayy,Inc 360-750.1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING SHIPPING, INSTALLING AND BRACING 4� / 3901 NE68tlISt.,Vancouver WA NORTH LEEREFER TO BSTREETSI (BSUITENG 312.AALLEEXADRIENT A,VA.N22O3114)IAANND,RICAg(�Dp TRU SI COUNCIL PLATE AM AMERICA,INSTITUTE. 6300 * Tl LL 25.0 PSF REF R561-- 21680 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 ,44` '�Ac;59 -7� TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. i',,, _ „ BC DL 10.0 PSF DRW CAUSR561 13137159 '.INPORTANT•.FURN ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS emir GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 2 . ._"'°'' ' ALPINE Imo IN CONFORMANCE WITH TPI:OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. p� E BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFEPA)AND TPI. ALPINE .an , a 39 S&[4 ;r', . CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W. K/H.SS)GALV. STEEL. APPLY a'' i F� SEAN- 877599 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 100A-2. �j;V,C. tg' . TOT.LD. 42.0 PSF ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS TT 0.x. $�, ITW Building Components Group,Inc. DESIGN SHORNCATESTMECSUIT BILITY ANDFUSEIOFATHIS COEMPONERIENTRFOR BY BUILDINGOISLTHEORESPONSIBILITY OFNTHE HOUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2 SPACING 24.0" JREF- 1UWB561_Z01 EXP 12-31-13 05/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T06) 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. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally See DWGS A11015050109 & GBLLETIN0212 for more requirements. spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached at both ends to a Bottom chord checked for 10.00 psf non-concurrent bottom chord live load suitable support by erection contractor. applied per IRC-09 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Deflection meets L/240 live and L/180 total load. Creep increase factor Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. for dead load is 2.00. Fasten rated sheathing to one face of this frame. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. 3X6= ii ills : Ili —16 9-5-0 ' llIllIllillIl . I il 0-11-0 •d 0-11-0e. 9- 0 3X5-- L- X5=L 17-0-0 ,I, 17-0-0 J k 34-0-0 Over 2 Supports >{ R=107 PLF U=3 PLF W=18-0-0 R=101 PLF U=12 PLF W=16-O-0 RL=10/-10 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 f o 0 TY:1 OR/-/1/-/-/R/- Scale =.225"/Ft. 3901 NE 68d1 St.,V0-75v Vancouver WA ••WARN)M••TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. sy / REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 � "y p'0,y �' � TC LL 25.0 PSF REF R561-- 21681 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 :vv..' j/ .*ii° ^" /� ENTERPRISE LANE, MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS mF, ^Y5 ;2 TC DL 7.0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE m r. A PROPERLY ATTACHED RIGID CEILING. 4✓" _ 3 ••IrPORTAMT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COIPONENTS ,;,r' " BC DL 10.0 PSF DRW CAUSR561 13137160 ALPINE _ IN CONFORMANCEGROUP, INC. ALL NOT WITH TPI. RESPONSIBLE RS AFABBRRICATINGG.. HANDLING. SHANY HIIPPING,FROM THIS DESIGN, ANY FAILURE TO INSTALLING E BRACING OF TRUSSES.D THE TRUSS a� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 1m ' " t! CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALV. STEEL. APPLY ,,pp Ae�' ��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. {�cp+4-p. ..,...,,,„,.. �v QN- 877665 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ^64.A Ag v., ITW Building Components Group,Inc. 0RAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COLPONENT �6 D bA DUR.FAC. 1.1 5 FROM KTC Sacramento,CA 95 828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR MY BHILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. IJ. 12-31-13 SPACING 24.0" J REF- 1 UWB56 1_ZO1 • 1M/1 112013 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - 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. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-0-0 top chord See DWGS A11015050109 & GBLLETIN0212 for more requirements. outlookers. 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. Fasten rated sheathing to one face of this frame. 3X5= lib r 1 61--- : i --1s G • i i 5-11-0 i i i —A— i it ', �--- 0-11-0 0 0 0 0 0 0 0 0 [1 0 0 0 0 0 , 0-11-0 __Y__ 9-0-0 3X II 3X5= 511I L1-6-0›.1 L1 6 0›.1 I-- 10-0-0 ,I_ 10-0-0 J I` 20-0-0 Over Continuous Support R=105 PLF U=13 PLF W=20-0-0 RL=7/-7 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYPy. Wave FT/RT=8%(0%)/4(1) 10.03.04.;::031:7; 1 :1 TYOR/-/1/-/-/R/- Scale =.34"/Ft. 3901 NE68th Sr.,Vancouver WD BRACING A 750-1470 •REFERRAING" TRUSSES TREFER TO OESCSI (BUILDING CRCOENT S ALEXANDRIA, VA.INFORMATION), E EXTREME CARE IN PU PUBLISHED BYU55TPI (TRUSS TION. HANDLING, SHIPPING, SLAPLATE R INTALLING S CT.TE, 6300 aa.�� [/ h _.,%.gg TC LL 25.0 PSF REF R561-- 21682 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS '44 `I:°" 14659 „N. TC DL 7.0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r A PROPERLY ATTACHED RIGID CEILING. ..1/PORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS ` apO'." a BC DL 10.0 PSF DRW CAUSR561 13137161 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 3 t ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. p l i BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 'y .d`. . p „0Oj„ ^qp CONNECTOR PLATES ARE MADE OF 20D16/16LE(W.H/SS/K)ASTM OC TE53 GRADE THI 40/60DI (W.OSITIO)PER V. AWING. APPLY Y�' ,."v ' 3 TOT.LD. 42.0 PSF SEQN- 877661 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. d" ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS b; yB$i ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COWONENT +' DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COWONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE µ" BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. L sP. 12-31-13 SPACING 24.0" JREF- 1 UWB561 Z01 03/17/2013 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T08) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.500' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.500' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.16" due to live load and 0.47" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 4-6-15. 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 • 3X4 6 f --i s 5-11-0 3X8(E3) III 3X4 3X8(E3) III 1 ♦ 0-11-0 0-11-0 -L 9-0-0 3X43)= 5X8= 3X4(E3; L1-6-0>i 1.1-6-0›.1 I_ I, 5-0-0 10-0-0 5-0-0 >I< 5-0-0 10-0-0 5-0-0 I. 10-0-0 ,I, 10-0-0 k 20-0-0 Over 2 Supports >1 R=955 U=92 W=5.5" R=955 U=92 W=5.5" RL=133/-133 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04 OO 1TY:6 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way Inc 360-750-1470 **WARNINGS• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. sss 3901 NE 68th S[.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 r 4 " , TC LL 25.0 PSF REF R561-- 21683 - NORTH LEE STREET. SUITE 312. ALEXANDRIA, VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 11 33..ilL.�� '�" M1. ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 44'r 1�.3 55 9 *'1. T \ TC DL 7.0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE --`• ,`. A. A PROPERLY ATTACHED RIGID CEILING. ., s .♦INPGNTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ; y�� BC DL 10.0 PSF DRW CAUSR561 13137162 EnvGROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS t N Mi4 ` BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI. OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE. RRCONNECTPLATES EEFUDE OF 18/ WA3RTHI4SI ,SS) VSTEEL 0- g Y a% TOT.LD. 42.0 PSF SEQN- 87764 1 PLATES TO EACH FACE ANDUNLESSOTHERWISELOCATEDONHISDEGN, POSITION PER DRAWINGS 160AZ ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ti l NOV , ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT dT0$R� &&d3 DUR.FAC. 1 .1 5 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COEPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. =X', 'i-- SPACING 24.0" JREF- 1 UW6561 Z01 03/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T09) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.500' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 1.500' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.16" due to live load and 0.48" due Deflection meets L/240 live and L/180 total load. Creep increase to total load at X = 15-5-1. 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 II I6 2X4'a 2X4 6I 411. 4 3X45-11-0 3X10(E3) III 3X4 — 1.0 4t3X8(E3) III 0-11-13 — _ 0-11-0 5X8= 4X4(E3) = 3X4(E3) 4-10-6 5-0-0 5-0-0 5-0-0 9-10-6 10-0-0 I_ 9-10-6 10-0-0 J f' 19-10-6 Over 2 Supports R=851 U=70 W=3.875" R=851 U=70 W=5.5" RL=101/-102 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(096)/4(1) 10.03.04 , ' 4ITY:5 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-W3901 rrE rhsc,Vancouver0WA 70 "WARRING..TO BCSI TRUSSES(BUILDING UIRE COMPONENT'ECARE SAFETY IN INFORMATION) PUBN. LILING,SH D BY SPI (TRUSS PLATENNSTG TUTE.CING 2 8 ¢¢��'1 h TC LL 25.0 PSF REF R561-- 21684 _ NORTH LEE STREET. SUITE 312. ALEXANDRIA, VA, 22314)AND PTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 � ''"'- $''i ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 'kit ,�,.' 14059 40 5 9 °` ',Pm' TC DL 7.0 0 PSF DATE 05/17/13 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE PJ A PROPERLY ATTACHED RIGID CEILING. ) r """'" '.IMPORTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �.,,ren r Y BC DL 10.0 PSF DRW CAUSR561 13137163 - C GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS �q C9�n ttttaa== f BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. �a OREGOIT - DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND PI. ALPINE ' cPLY c` \ g y�,{��.,>,CONNEC �` /� STM PLATESTOR O ECHES FACEEOFATTE OF RUSS AND,B/UNNLLEESSWOTHERWISEALOCATED3GRADE ON THHIS40/60 DESIGN. POSITIION PERH.SS) V. STEEL.DRAWINGS 1160A-2. _..*4/41*,. ., tS'y.»x£ TOT'LD' 42.0 PSF JEAN- 877650 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS °dSa @°+ ,r ITW Building Components Groups Inc. DD WING CATESTMECSUITABI LITY ANDFESSIOFAL ENGINEERING RFOR NSI BI 1LDING LELY FOR THEENS USLITY OFNENT M ti WG DUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 '° • BUILDING DESIGNER PER ANSI/PI ,SEC. 2 E,;:D_ 12-31-13. SPACING 24.0" JREF- 1UWB561_ZO1 05/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - 110) 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. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. End verticals exposed to wind pressure. Deflection meets L/240 Truss spaced at 24.0" OC designed to support 1-0-0 top chord criteria for brittle and flexible wall coverings. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. See DWGS A11015050109 & GBLLETIN0212 for more requirements. 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, Fasten rated sheathing to one face of this frame. Ce=1.00, CAT II & Pf=19.25 psf. 3X4 -II 50 2-11-02-11-0 :39-00 3X6 III 3X6 III L,=-1-6-0-->-1 -1-6-0-->i I_ 3-0-0 ,j_ 3-0-0 J r 6-0-0 Over Continuous Support R=132 PLF U=93 PLF W=6-0-0 RL=28/-28 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP.yWave FT/RT=8%(0%)/4(1) 10.03.04 ,. „ QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. 3 OT1 NE 68Th St.,Inc Vancouver0-75WA 70 •R•ERR TO SCSI TRUSSES (BUILDING REQUIRE COMPONNT SAFETE IN FABRICATION, HANDLING,Y INFORMATION). PUBLISHED BY STPI HIIPPI(RUSSINSTALLING INSTUTE,D BRACING 218 TC LL 25.0 PSF REF R561-- 21685 NORTH LEE STREET,. SUITE 312, ALEXANDRIA.WI 379VA, 22314)AND ESOP IOROD TRUSS COUNCIL OF AMERICA. 6300 j 8 ENTERPRISOTHERWISE INDICATEDMADISON.TOPCHORD SHALLBHAVE) RSAFETY PROPERLYPATTACHED CTICES STIRUCTURALOR TO EPANELSRG THESE AND BOTTOMRCHORDSSHALLUNLESS HAVE ,�Et 111'J TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. L k.,,F y„ g«+% _ ..IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITU BUILDING COMPONENTS ,, BC DL 10.0 PSF DRW CAUSR561 13137164 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS � # imr ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. ' �y OREGON BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE ..gy�mm nn NN44++i4 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY a'....5.' . 49 J1 1 j l.., TOT.LD. 42.0 PSF SEAN- 877657 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. . @@ C. J&} ¢4p , ANY BE PER X A3 OF g DRAWINGPECTION INDICATES PLATES CCEPrANCE OF0PROFESSIONALLENGINEERINGERESPONSIRILITVONSOLELY FOB THE TRUSSAL ON THIS COMPONENT �v. Ag)�&aM. S DUR.FAC. 1.15 FROM KTC 11W Building Components Group,Inc. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COEVONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE �"�W. Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. . -... SPACING 24.0" JREF- 1UWB561_Z01 X € _ _ t 05/17/2013 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - 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. Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live See DWGS A11015050109 & GBLLETIN0212 for more requirements. load applied per IRC-09 section 301.5. 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. Fasten rated sheathing to one face of this frame. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. 3X5 I s ( MI ----1 s P 4111 Po 1111 4-5-0 P II PA II d II ° 0-11-0 o 0 0 a a o a o a o 3X5111 V �9'0 `� 3X5111 LE-1-6-0- 4-0-0----->L----------6-0-0 �I< LL4-0-0 >I=1-6-0- r 14-0-0 7-0-0 I 7-0-0 k14-0-0 Over 4 Supports R=83 PLF 0=25 PLF W=4-0-0 R=436 W=5.5" RL=26/-26 PLF R=436 W=5.5" R=83 PLF U=25 PLF W=4-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYPyy. Wave FT/RT=8%(0%)/4(1) 10.03.04 00 g, QTY:2 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Wa3901 NE 68th St.,Vancouver WA 750-1470 •R•ERR TO SCSI TRUSSES(BUILDING CCOMPONENIRE EME T SAFETY INFORMATIONE IN ), PUBLISHED BY TPI (TRUSS PLATE IN, HANDLING, SHIPPING, INSTALLING STITUTE,E, 218 r/D BRACING. f {g~ TC LL 25.0 PSF REF R561-- 21686 NORTH LEE STREET. SUITE 312,ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 ,,rr�� ) SAFETY OTHERENTEWISE INDICATED INDICATEDDTOPNCHORD SHALL9HAVERPROPERLYPATTACHED STRUCTURALCTICES PRIOR TO EPANNELSNG THESE AND BOTTOMNCHORDSSHALLNHAVE ° '�^( ° ..� �r TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. ' -�t ..IMPORTANT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 13137165 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ' —' 7� ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFUPA)AND TPI. ALPINE �. �`OMGON „ d CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL. APPLY -*� t� -'+e ) TOT.LD. 42.0 PSF SEAN- 877655 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. +P (g ANY INSPECTION OF PLATES FOLLOWED BY (i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS -'9;51*. ,.� p '4g /� ITWBuildingComponentsGroup,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR RE RUSS CWpONENT [« x DUR.FAI 1 .15 FROM KTC Ors- Sacramento,CA s Gro DESIGN SHOWN. RE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE ' . rh O - BUILDING DESIGNER PER ANSI/TPI 1 SEc. 2 SPACING 24.0” .)REF- 1 UWB56 1_ZO1 c� — a_ • 05/17/2013 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T12) 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. :Lt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.049' :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.049' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. 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 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 3X4 4-5-0 3X8(/3) III00000.••• 111114%%--4-14644444%40414144444` 3X8(/3) III 0-11-0 0-11-0 2X4 III 4_9-0- 1. 1-6-0 �13X4(E3) = 3X4(E3) L-1-6-0 ,..1 k7-0-0 :+c 7-0-0 I. 7-0-0 ,I, 7-0-0 F( 14-0-0 Over 2 Supports >{ R=698 U=70 W=5.5" R=698 U=70 W=5.5" RL=103/-103 Design Crit: IRC2009/TPI-2007(STD) PLT TYP.. Inc Wave FT/RT=8%(O%)/4(1) 10.03.04 �±". ,� QTY:7 OR/-/1/-/-/R/- Scale =.4375"/Ft. 3901 NE wall St.,360-750-1470 rWA "WARNING" R�R OOMSCS SI (BUILDING REQUIRE CCO BOONENT ALEXANDRIA.SAFETY INFORMATION) f PU PUBLISHED BYTPI (TRUSS PLE IN FABRICATION. HANDLING, SHIPPING, ATE ING TITTE.BRACING0 � ,y* T' / REF R561-- 21687 IOF IERI A, 630 pft. ay TC LL 25.0 PSF OTHERWISEENTERPRIS/INDICATEDOISON. WI TOP CHORD SHALL6)HAVERSAFETY PROPERLYPRACTICES PRIOR TO ATTACHED STRUCTURALEPANELSNG THESE AND BOTTOMNCHORDSSHALLNLESSHAVE ^?, r 1sB'`, z'g TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. ' "IMORTAN PT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS f BC DL 10.0 PSF DRW CAUSR561 13137166 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS n�t I . ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSESDESI . CI 1Pu C30N BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTORNPLLATESFORMS WARE MADE APPLICABLEITH O20/1B//11I6GA0(W,HNS /SS/K)NDS(ASTM OA653NAL DGRADE 40ESIGN /60(R,C. BY AK/H.SS)NGAD LV. STEEL. APPLYI / 29.'14 p�ttl[%LSTtdfC k I TOT.LD. 42.0 PSF SEQN- 877634 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 'Y �s ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS � ( >a ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PI OFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT h Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COEPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 4h°Y$$ y DUR.FAC' 1.15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. .Nw. EXF. ;.2.31-1 SPACING 24.0" JREF- 1UW6561 ZO1 05/17/2013 (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T13) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED Bot chord 2x8 DF-L SS Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.500' Top Chord: 1 Row @12.00" o.c. :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.500' Bot Chord: 2 Rows @ 4.00" o.c. (Each Row) Webs : 1 Row @ 4" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction Use equal spacing between rows and stagger nails factors. in each row to avoid splitting. Special loads 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- From 66 plf at -1.50 to 66 plf at 7.00 psf. TC- From 66 plf at 7.00 to 66 plf at 14.00 BC- From 10 plf at 0.00 to 10 plf at 11.94 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 20 plf at 11.94 to 20 plf at 14.00 factor for dead load is 2.00. BC- 1456.09 lb Conc. Load at 1.94, 3.94, 5.94, 7.94 9.94,11.94 6X6--- 3X51 X63X5s r— 3X5 3X4 3X4a 4-5-0 6X6(82) lir. 4iir 0-11-0 _ C n _ 1 V 0-11-0 o 4X601 6X10-- 4X6111 -1-6-0-- 6X6(62) '< 3-6-3 >}< 3-5-13 3-5-13 >I< 3-6-3 I, 7-0-0 ,I_ 7-0-0 J 1 14-0-0 Over 2 Supports >1 R=5045 U=498 W=5.5" R=4870 U=445 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYPy. Wave FT/RT=8%(0%)/4(1) 10.03.04@ D 06."iTY:1 OR/-/1/-/-/R/ Scale =.5"/Ft. _ Trus-Wa3901 NE 68tH St.,360-750-1470 WA •R•ERETONBCSI (SES BUILDING REQUIRE RcowONENT SAE FETY E IN INFORMATION). PUBLISHED BYDLING, S IIPPING,(TRUSSINSTALLING TALLIN PLATE AND AC 218 p4S ,�4 TC LL 25.0 PSF NORTH LEE STREET, SUITE 312.ALEXANDRIA, VA, 22314)AND RICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 #"� �y REF R561-- 21688 _ ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS rs ✓'#.�(" 4' OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1,4 TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTACHED RIGID CEILING. 6 "',„✓r •.IMPORTRET.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS E BC DL 10.0 PSF DRW CAUSR561 13137167 y� t GDUP, INC. SHALL NOT 8E OR FABRICAT FOR ANY DEVIATION FROM THIS DESIGN: ANV FAILURE TO BUILD THE TRUSS S F:*! X BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING b NY FRIG OF TRUSSES, l .,�3n DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFEPA)AND TPI. ALPINE +.dy' YYt.cc $ CONNECTOR PLATES ARE MADE OF 20/18/16GA(M,H/55/K)ASTM A653 GRADE 40/60(M. K/H.SS)GALV. STEEL. APPLY ' 'V 'C if �t'' T'''''�� TOT.LD. 42.0 PSF SEAN- 877678 PLATES TO EACH FACE OF TRUSS AD, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. +f g+�`y��.,1? ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ry 4 ,.& •w.41• X I1WBuilding Components Group,I11C, p w OND CATESTHECSUITABILITY ANDEUSEIOFATHISGINCOMPON NTRFOROANNYBBUILDING ISLTHEORESPONSSIIBIILITY OFNTHE S/ OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EX'. 12-31-1'3 SPACING 24.0" JREF- 1 UWB561_201 05/17/2013 - THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T14) 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) :W3 2x4 DF-L #1&Bet.(g): psf. :Rt Slider 2x6g DF-L SS(g): BLOCK LENGTH = 2.049' Wind loads based on both MWFRS and C&C, reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Left cantilever is exposed to wind Calculated horizontal deflection is 0.13" due to live load and 0.23" due See DWGS A11015050109 & GBLLETIN0212 for more requirements. to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Truss spaced at 24.0" OC designed to support 1-0-0 top chord load applied per IRC-09 section 301.5. outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Calculated vertical deflection is 0.23" due to live load and 0.62" due to total load at X = 0-0-0. (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins at 24" oc. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 4X6= Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. II i 3X4 6 f 6 •P 1 i 5-9-6 ri 3 i 3X4-- 3X4 ; (*) 3X8(E3) III i 1 0 ± 0-11-0 _ o _ m •= 0-11-0 9 -0i0 3X4= 3X41, 4X6 3X4= 3X5= 3X4(E3; L1-6-0=1c 5-5-8 3X5111 L1-6 05J 12-6-6 6-11-2 9"11- 3-8-15 -11-2-131' 6-8-4 7-0-0 9-8-12 I 9-8-12 k19-5-8 Over 2 Supports R=1456 U=91 W=5.5" R=672 U=58 W=5.5" RL=131/-131 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.11,-""" QTY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 .R�ERATO RCSI (BUILD INGU IRCppO ENT SAFEElY 11 NF0 gTION). PUBLDSHEDD ABV SHIPPING, (TGRUINSTALLING S SPlATE NI NAND TUTE.E,.218 �a�^. TC LL 25.0 PSF REF R561-- 21689 3901 NE 68t1)St.,Vancouver WA NORTH LEE STREET. SUITE 312. ALEXANDRIA, VA, 22311)AND IYTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE MADISON, 53719) RPRACTICES t'& � /� OTHERWISEINDICATED TOP CHORD SHALLHAVEPROPERLYATTACHED STPERFORMING N PANELS BOTTOM FUNCTIONS UNLESS THESE L HORDSHALLHA HAVE Ei44q '$'ry TC DL 7.0 PSF DATE 05/17/13 A PROPERLY ATTAINED RIGID CEILING. , --. BC DL 10.0 PSF DRW CAUSR561 13137168 "IMPtMITAMT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS p GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 4 BC LL 0.0 PSF CA-ENG TSB/CWC imr ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING E BRACING OF TRUSSES. q p pyg DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE %'''' Epp p�affR''NN..##6633,1WW 42.0 CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL. APPLY VP„y x ��*,^`$,� TOT.LD. /i2.O PSF SEQN- 87 7707 PLATES TO EACH FACE OF TRUSS AD, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. 6V R6 ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �( Ta`Apte e' ITW Building Components Group,Inc. Cesrcx sNMDINCATESmECSUITABGILITY ANOFUSEIOFA.liX NOIPONENTRFOSR NSYBBI ILDINGOISLTHE RESPOENSTBILITY OFNTHE dd M 60 DAR.FAC. 1 .15 FROM KTC A Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI ,SEI. 2 SPACING 24.0" JREF-F- 1 UW656 1 ZO 1 X?.12-31-13 _ 05/17/2013 I (132480-PARR LUMBER SALEM TROXEL 1337 STANSFIELD -- TIGARD, OR - T15) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I t 2 Bot chord 2x8 DF-L SS Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3", min. nails :Lt Slider 2x4 DF-L Standardg ): BLOCK LENGTH = 1.548' Top Chord: 1 Row @12.00" o.c. :Rt Slider 2x4 DF-L Standard(g): BLOCK LENGTH = 1.548' Bot Chord: 1 Row @ 3.00" o.c. Connectors ingreen lumber Webs : 1 Row @ 4" o.c. (g) designed using NDS/TPI reduction Use equal spacing between rows and stagger nails factors. in each row to avoid splitting. Special loads 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- From 66 plf at 0.00 to 66 plf at 9.73 psf. TC- From 66 plf at 9.73 to 66 plf at 19.46 BC- From 10 plf at 0.00 to 10 plf at 19.46 Left cantilever is exposed to wind BC- 1456.09 lb Conc. Load at 7.52, 9.52,11.52,13.52 15.52,17.52 Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 4X4 5X8- 5X8. 6 �� 1,41t -16 5-9-6 3X4% 3X4 .00 00 0-11-0 _ _i_ ] 0-71c-0 -i_ " 9-0-0 i igE 5X6(B2)(R) III 10X14= 3X12 III 5-5-8 =i 3X12 III 5X6(B2)(R) III F- 5-8-9 >I< 4-0-3 >1..c4-0-3 5-8-9 >1 L— 9-8-12 -I, 9-8-12 I` 19-5-8 Over 2 Supports R=5370 U=555 W=5.5" R=4838 U=448 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP.., Wave FT/RT=8%(0%)/4(1) 10.03.04 • -r' QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. 39011 NE 68th St.,Inc Vancou Vancouver WA 1470 •REFERRREFER TOEO RCSI TU(BUUIIDE REQUIRESSES CCO POIENT TDSIFSAFETY YA NFOR1A IN)PUB IISHD BYUTPTPI C(TRUSS INSTALLINGPLATE INSTITUTD E,6300218 J®a ... TC LL 25.0 PSF REF R561 — 21690 ENTERPRISE LANE. MADISON. NI 63T 19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS . , OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE { 'P C S Ali TC DL 7,Q PSF DATE O5/1 7/1 3 A PROPERLY ATTACHED RIGID CEILING. t — ""IAIPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR ITA BUILDING COMPONENTS k �� ..v^ BC DL 10.0 PSF DRW CAUSR561 13137169 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSSEmpr r " ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. ' O '( BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF DS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE S, ,,,±��aaa,,,' pip ` PLATESCONNECTOR TO ECHES FACEEOF"TTE OF RUSS AND18/UNLESSWOTHERWISEALOCATED3GRADE ON THIS4DESSIIGN. POSIIITION PERVSTEEL APPLY DRAWINGS 160A-Z. �:, > -7, 1 �4';'' TOT.LD. 42.0 PSF SEQN- 877724 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS pg'^ mcv, ^:, • ITW Building Components 95828 ,Inc DESIGNG OWN. TESL E THECSUICETABILITY AND E OF PROFUSEESSIOFATHISGINCNEYVON NTRFOOR ANY BUILDINGISLTHE RESROENSSRBILITTYY OOFNTHE OUR.FAC. 1.15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 2 1- 3 SPACING 24.0" JREF- 1UWB561_Z01 EXP. 05/17/2013