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Plans (40) r 41-dl; -CG1/ I t t)'.-_ 3 sw ll'c/ti Gf-- RECEIVED FEB 2 0 20'3 CITY OFTIGARD 14'6" BUILDING DIVISION 166, „ ^POs I s SYE d -- SAI O O O O N Ir� fImr- '� 2' I SJ04AW 11 I _, 11 A11 „ - o—fl� - _ _ ri.,4 S J04 I Anil DRAG STRUT :00#SHEAR T__ — j s I 1 COFFER p, =4=== = 110 - 109 _= TO8 Zn ri '‘l'.1 41 M J o Mi vt N E DRAG STRUT 2500#SHEAR ..._____ -- cs 6 — i . • 105 1 z -._ I T04 -l j - co I LEGEND HOMES Tai PLAN ASPEN A 117{�;TY-7, M oZ 8/12 PITCH G =w 1'—O 0/HS W Q Q.� �gat�z° LOADING 42# 11'3” .a 79 0 - 12 )o°--m> ®I U (r)W 31' _, JOB NO: 124594 PAGE NO: 1OF1 l c /0 T 43' sir —a-3' e 38' ri --N a'.' C. I { p ! I y If P ( me fn �' • ! II IIA IN, — � II ! I I o II —� 02 W !; I i ' n i I 1 — 111 I I I I = 104 --�p it , N II II ill I I I I I O N,.••' 06 T07 QC1TY=.I - III T07 I TY=.) 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I II I 1I i r --- lir")i �!I I' it i� IIp o II II I II fI I! ! lI NI �i I II is It i'O S 3' 39' m Customer:LEGEND HOMES > W Owner:PLAN ASPEN A O 0 cA„ Plan:ASPEN A (360)750-147,0 ','ea etc Z A ZO Salesman:Greg Martin 93.a)25.6.26-1.5 Portland Q Elevation:<Not Found> (3.30):ea-ta�3 Fax TRUS.,VIAY'? 1.577'TRUSWAYTOR Fret Semite.0ualtty•Integrity 3901 N E 69th Street "The Bottlers Choice" l'a'c'''er,WA 9::337 (124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T03) I t- THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY3 RUSS MFR! Top chord 2x4 DF-L #1&Bet•(g) Bot chordW2x4 DF-L Standard ) 110 mph wind, 20.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard psf. psf, wind BC DL=6.0 (9): Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. See DWGS A11030050109 & GBLLETIN0109 for more requirements. 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 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load not be cut or notched. applied per IRC-09 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Deflection meets L/240 live and L/180 total load. Creep 3X5=-=- increase factor for dead load is 2.00. IN T lb B iiiiiI 8 4-7-0 A 0-7-0 �� _i___�- • • • in. • • • 1: 0-7-0 --MI 18-0-0 4X6(B3)(R III 3X 4 6(B )(R) III L1-O-oi 6-0-0 L1-0-0>1 6-0-0 12-0-0 Over Continuous Support R=105 PLF U=34 PLF W=12-0-0 RL=12/-12 PLF Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave Design Crit: IRC2009/T//PI-2007(STD) Ttus-Way,Inc 360-750-1470 "HARMING** TRUSSES REQUIRE EXTREME CARE IN FABRICATIONFT NR1 S (O%)/4 INSTALLING) AND BRACIN10.03.04.0;4; D•03.O4, +fyA 3901 NE 68th St,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMgCATIO PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 tira P%0 _ OR/-/1/-/-/R/- Scale =.5"/Ft. NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 223'14)ANO WTGA(SHOO TRUSS COUNCIL OF AMERICA. 6300 ��`_`e^ �,I f. TC OTHERWISE EINDICATED TOP NCHORD SHALL, WI BHAVE) RPROPERLY SAFETY PATTTACHED STRUCTURAL RACTICES PRIOR TO EPANELS ANDRFORMING HBOrrOMNCHORD SHALLNHAVE `. \G I N ��iO LL 25.0 PSF REF R561-- o A PROPERLY ATTACHED RIGID CEILING. 3 82 2 6 1957.E TC DL 7.0 PSF DATE 12/13/12 'GROU POR AN LLFNOTISH A COPY BE RESPONSIBLEF HIS FOR ANYGN DEVIATION FROMTHE ATHISION DESIGNTANy FAILURE TOCTOR. ITW IBUILD THEPTRUSSS ,/J BC D L - IN CONFORMANCE WITH TPI, OR FABRICATING. HANDLING SHIPPING. INSTALLING 6 BRACING OF TRUSSES. ♦'�'/ �� 10.0 PSF DRW CAUSR561 12348087 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFNPA)AND TPI. ALPINE BC LL CONNPLATECTOORS TO EACH FACE ARE OMADE OF 20/lB/UNLESSWOTHERWISEALTM 6603TED 0GRADE N 40/60 OIG(8 POSITION PER V. STEEL. APPLY. OREGON TOT.LD. 0.0 PSF CA-ENG TSB/GSH ITS Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(1)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS 4 2.0 PSF DRAWING INOICgTES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT S EQN- 661488 Sacramento,CA 95828 p' DESIGN SHOWN. HE CE TANILITANO USE OF THIS CHEERING FOR ANY BUILDING IS THE RESPONSIBILITY OF THE J 20., P�' DUR.FAC. 1.1 5 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. FROM KTC //ii,,,, w•N� SPACING 24.0" JREF- 1URZ561 218 Renewal 6/30/2013 (124594-LEGEND HOLES PLAN ASPEN A -- WILSONVILLE, OR - T04) Top chord 2x4 DF-L #1&Bet,(g) 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) 110 mph wind, 20.13 ft mean hgt, ASCE 7- :Lt Wedge 2x4 DF-L Standard anywhere in roof, CAT II, EXP9B, wind TCODL=4L2SpDfblwind BC DL=6.0 (9)::Rt Wedge 2x4 DF-L Standard(g): psf. 9 Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. See DWGS A11030050109 & GBLLETIN0109 for more re Truss spaced at 24.0" Trulsospac. Claddingtloadshall to support 1-0-0 top chord Bottom chord checked for requirements. shall not exceed 3.00 PSF. psf non-concurrent bottom chord live load not be cut or notched. Top chord must applied per IRC-09 defog 10.00n 30p 1.5. Truss designed for unbalanced snow load based on Pg=25,00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Deflection meets L/240 live and L/180 total load. Creep 3X5=— increase factor for dead load is 2.00. s 40000<, 4-4-0 0-7-0 qi ,i 1 digligt a 1111.4 .■ ..m_ _I__ 0-7-0 4X6(B3)(R) III -1— 18-0-0 3X5 4 6(B )(R) III Lcs1-0-0. 1 5-7-g 1. . -o_o� 5-7-8 11-3-0 Over Continuous Support R=106 PLF U=38 PLF W=11-3-0 RL=12/-12 PLF Note: All Plates Are 2X4 Except As Shown. TYPaayy. Wave Design Crit: IRCC20R1�09/Tp/PI-p/2007(STD) PLT39NTrus-E68'th W Vancouver Wq •.'ARMING.' TRUSSES REQUIRE EXTREME COMPONENT SAFERE INFORMACATII)N, HBALAHINGe8/0(0 0)/4 1 REFER TO SCSI ` ) 10.03.04._:47.0.1780p NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ASND W'TCA(WOOD ED TR SSIP COUNCIL IGF AMERITALLING NCOA BRACING. 80 OR/-/1/ / /R/— ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORM,NGRTHESE LFUNCTIONS TEUNLES5 /.` N/� (� Scale ..5"/Ft. OTHERWISE INDICATED TOP CHORD SNALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE `l"\ V I��l, �iO TC LL O PROPERLY DCAETOPIC CEILING. J 25.0 PSF REF HIS Ar R561-- 38227 **IMPORTANT. FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITV/BUILDING COMPONENTSGR1957te •ETC 7 p PSF DATE INOCONFORMANCE WITH TPP. INC. SHALL NOT BE OR FABRICATING, HANDLING, SHNSIBLE FOR ANY IIPPING,FROM T INSSTALLING ANY TRUSSES. THE TRUSS (40,,,,,... 1 2/1 3/1 2 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS '�� BC DL 10.0 PSF CONNECTOR PLATES ARE MADE OF 20/16/16GA(WTI/SS/K)(ASTM A6SOGRADE 40/60 Bw, t DRW CAUSR561 12348088 PIT LATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION NPERPDRAWINGS i60A-Z. 1 /I 0,1 1 Z BC LL 0.0 PSF ITW BuildingANY INSPECTION OF PLATES FOLLOWED BY t K/ITIS)DALV, STEEL. 160A-2 CA-ENG Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL LENGINEERING SE PER ERESPONSIBX A3 OF ILITYOOSOLELY FOR THE TRUSS COMPONENT OREGON TSB/GWH Sacramento,CA 95828 DESIGN SNOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY Y OFSEAL ON TTHE /� �/,, y TOT.LD. 42.0 PS F BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. �i,4 v •-Zp,�`S�— S EQN- 661494 RAID W ��P% DUR.FAC. 1.15 FROM KTC • 'w- 1 SPACING 24.0" (124594-LEGEND HOMES PLAN ASPEN A -- Top chord 2x4 DF- WILSONVILLE, OR - TOS) ( THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Bot chord 2x4 DF-L #1&Bet.(g) f Webs 2x4 DF-L Standard(g) (**)2 , :LtochoWedrd e 2x4 DF-L Standard detailsfor special positioning. Refer to scaled (9)::Rt Wedge 2x4 DF-L Standard(g): specialpositioning requirements, plate plot Connectors ingreen lumber i 110 mph wind, 23.42 ft mean hgt, ASCE 7-05, CLOSED bldg, (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL=4,2 psf, wind BC psf. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally spaced. Attach with (2) xor Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. material to be supplied nails support by erection contractor. )• Bracing See DWGS A71030050109 & GBLLETIN0109 for more requirements. Deflection meets L/240 live and L/180 total load. Creep increase factor Bottom chord checked for 10.00 dead load is 2.00, load appliedpsf non-concurrent bottom chord live per IRC-09 section 301,5, foruss spaced at 24.0"2. OC designed to support 3X6== Calculated vertical deflection is 0, outlookers. Cladding load shall not exceed 3.00 chord to total load at X 00" due to live load and 0. must not be cut or notched. Top chord = 3-0-4. 06" due ii Truss designed for unbalanced snow load based on Pg=25.00 (*) Provide lateral bracing for inset member, Ct=1.10, Ce=1.00, CAT II & Pf=19. at edge of lower roof Attach nailer 25 psf. psf, 24" oc. diaphragm, or use purlins at 3X5(**) 3X4% •.; 3X5(**) B II l: a4. I- -)l. i 3X4 10-11-0 . 0-7-0 T � . _ • .. 0-7-0 4X6(63)(R) III .�\• I 3X5= 3 4= 11110111.111!_ 1 -0-0 L1 E 12-0-0 4X6(B3)(R) III 6-2-4 7-9-0——�� 6-3-2 6-5-4 18-11-15 —X11-3-0 2�11 ,� 15-6-0 6-5-6 5-11-10 5-9-12 5-10-10 15-6-0 31-0-0 Over 3 Supports R=632 U=88 W=5,5" RL=285/-285 R=275 PLF U=50 PLF W=7-9-0 Note: All Plates Are 2X4 Except As Shown, R=590 U=73 W=5.5" PLT TYP, Wave Design Crit: IRC2009/TPI- 2007(STD) Trus-Way,Inc 360-750-1470 ".ARMING•• TRUSSES REQUIRE E%TREME CARE IN FABRICATION, HANDLING SHIPPING, INSTALLING AND BRACING. 3901 NE 68Th SL,Vancouver WA FT/RT=BG%(ODS)/4(1) 10.03.04 �..a.O�SROFF RNORTH LEE EFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATI DN). PUBLISHED NY TPI ENTERPRISE STREET. MADISON. WI ALEXANDRIA,FOR VASAFETY 1PRAC4) TIICES PA(WOOD DTO TRUSSPERFORMING NTHESEOFUNCTIONSA UNLESSOR/-/1/-/-/R/- ( (UNCIL PO FUN INSTITUTE. 630 ^ F,, Scale =.225"/Ft. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 0 G Iry��• �U.1., TC LL p PROPERLY pTTpCMED RIGID CEILING, 25.0 PSF REF A COPY THE 1957 •E ►TC DL RSRS61 38228 GROOU PF=EISLLFIURRNISH THIS DESIGN FROMATHISIDESIGN INV FAILURE BUILDTO ING THEPTRUSSS 7•O PSF DATE 12/13/12 _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. �•` '� BC DL DESIGN CONFORMS WITN APPLICABLE PROVISIONS OF NDS 10.0 PSF CONNECTOR ARE MADEAPDL OF 20/1a/VISI6GA W, DRW CAUSR561 12348092 it Adilitillik PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE�LROAT) ASTM Ep,ONS11TH TE HIS P05111TIONAPERPDRAWINGS 160A-Z. 1 /1 3/2012 BC LL ITW Building Components Grou Inc. ANY INSPECTION PLATES PLATES FOLLOWED20/1 /I (I)SHALL BE PER ANNEX6q3 OF T40/60 ( SK/O ) GALV. STEEL. APPLYI. E OREGON 2 0.0 PSF SE CA-ENG TSB/GWH 52 7 Sacramento,CA 95828 p DESNGNSPECTI ATESTHLDV EIOFATHESGCNTRFOR ANVOBUILDINGOISLTHEORESPONSASEALY OFNTNE A SEAL ON THIS �y1 �/qy aD i�D,a TOT.LD. 42.0 PSF SEAN- 661527 BUILDINGIMINEMMall DESIGNER PER ANSI/TPI , SEC. 2. ROCO W.N�P�. DUR.FNG 1.15 FROM KTC SPACING 24,0" , (124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T06) I T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBIAITTED BY TRUSS MFR' Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Negative reaction(s) of -247# MAX. (See below) Requires uplift Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet. connection. p :Lt Wedge 2x4 DF-L Standard (9): g)::Rt Wedge 2x4 DF-L Standard(g): Truss transfers a maximum horizontal load of Connectors in green lumber (g) designed using NDS/TPI reduction factors. 2500 # ( 81.11 plf ) along top chord, from either, direction to supports where indicated. Diaphragm and mph wind, 23.42 ft mean hgt, ASCE bldg, Located connections are to be designed by Engineer of Record. 1100wmphe in roof, CAT II, EXP t, wind 7-05,5C CLOSED Drag Loads:12500e(#) 81.111 Mbr Start. 0End psf, wind BC DL=6.0 psf. Case 1: 2500 TC 0.00 31.00 2500 BC 0.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. applied per IRC-09 section 301.5. Calculated vertical deflection is 0.00" due to live load and 0.51" due Deflection meets L/240 live and L/180 total load. Creep increase 6X6= to total load at X = 26-3-8, factor for dead load is 2.00. Nç0, Ce1. , Truss designed for unbalanced snow load based on Pg=25.00 psf,00CAT II & Pf=19.25 psf. T 5X6 5X6 W3 8 1 W2 10-11-0 —7 8 0-7-0 I _ 0-7-0 T 411111111k mu" N 1601....11 "\ I 4X6(62)(R) III 3X4= 3X5= 1 -0-0 3X4= "' L1 �J 4X6(62)(R) III L1 ' 7-9-80-4-6 _I_ _r 7-8-8 I- 7-8-8 _ _I_ 7_9_8 J I— 15-6-0 10-3-5 I` 10-4-6 ,I_ 15-6-0 J 31-0-0 Over 2 Supports ;i R=1413 Rw=1423 U=275 W=5.5" RL=2500/-2500 R=1413 Rw=1423 U=275 W=5.5" PLT . Wave Design Crit: IRC20R09/TPI-2007(STD) Tru TYP Inc 360-750-1470 RNARNINCR• TRUSSES REQUIRE EXTREME CARE IN FABRICATIONF Hq/DLING,8OSH(0%)N4(1) AND BRACInc10.03.04 :..�a.0#'�C•P, OR/-/1/-/-/R/_ 3901 NE 68Th St.,Vancouver 70 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPISPT„ ` I Scale =.225"/Ft. NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND WFCA(WOOD TRUSS COUNCIL P FTEAM RICA, 6300 '� N I N��, �rQ TC LL 25.0 PSF OTHERWISE EINDICATEDOTOPN,WI CHORD SHALLB)HAVERSAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURALERFORMING PANELS ANDHESE BOTTOM CHORDSSHALLNHAVE 95 7 `E 'TC DL REF R561-- 38229 A PROPERLY INDICATED RIGID CEILING, 7.0 PSF DATE sH A COPY OF 12/13/12 mow .GROUP. PORNCANHHALLFNOTI BE RESPONSIIBLEHFOR ANYIS GDEVIATION FROM THISI DESIGN,ON CONTRACTOR. NY FAILURE TOI BUILD THEPTRUSSSI4.1-,'",0BC DL 10.0 PS F ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. DRW CAUSR561 12348080 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY OF&PA)AND TPI. ALPINE 12 1 3/20 12 - 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)GALS. STEEL.APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A_2, OREGON ITW Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ,.qq TOT.LD. 4 2.0 PSF SEQN- 661506 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBI CITY SOLELY FOR THE TRUSS COMPONENT 20'lyra Sacramento,CA 95828 p' DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE !:- DUR,FAC, 1.15 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ��QI O N4FROM KTC --RR,n4...arGpopoi.3 SPACING 24.0" JREF- 1URZ561 Z18 (124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T07) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23.42 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): anywhere in roof, CAT II, EXP B, wind TC DL=4.2 :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): psf, psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Calculated vertical deflection is 0.14" due to live load and 0.42" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 25-9-10. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on Pg=25.00 factor for dead load is 2.00. Ce=1.00, CAT II & Pf=19.25 psf. g= psf, Ct=1.10, 6X6= G► T 5X6 5X6�� ► W3 W2 4 8 r 10-11-0 —7 8 _L ../ iaiiiiiiii., 0-7-0 — 0-7-0 no minimmenamminni_ v. 4X6(62)(R) III 3X4= 3X5= 1 -0-0 3X4= T L1 J 4X6(62)(R) III 7 9-80 4-6 7-8-8 7-8-8 7-9-8 11 'J 10-3-5 15-6-0 10-4-6 15-6-0 31-0-0 Over 2 Supports R=1413 U=275 W=5.5" R=1413 U=275 W=5.5" RL=285/-285 PLT TYP. Wave Design Crit: IRC2009/Tp/PI-2007(STD) J 3901 E aTrus-Viay Inc St.,VancouverW "lAR■IMG•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION HANDLING. ) INSTALLING S A LI AND BRACING.D,D3,D4 /I.t�� ,... REFER TO BCS. (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI OR/-/1/-/-/R/- Scale =.225"/Ft. --------------- ENTERPRISELANE. MADISON,IRI AL53719)IFORVSAFETYIPRACTTII CES PRIOR TO PERFORMING NTHESEOFUNCTIORINSAUTEUNLESS GIN EF,A�p TC LL 25.0 PSF REF R561-- 38230 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 95 7 -E TC DL 7.O PSF � DATE 12/13/12 GROUP,OIINC. SHALLFNOTIBE RESPONSIBLEHIS FOR ANYGN DEVIATION FROM THISTHE .ON DESIGN,ANYOFAILURE BUILDING BUILD THEPTRUSSS KW. .0°...., '� ,ii • BC DL Now ALPINE IDESIGN N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. 1 /13/2012 10.0 PSF DRW CAUSR561 12348081 CONNECTORNPLLAATESS WITH ARE MADE IOFBLE 30/18/16GA(W,H/SSNOS K)(ASTM 653TIONAL DESIGN GRADE 40/60(W,AK/HASS)AND GALVTPI. STEEL, APPLYALPINE OREGON BC LL 0.0 PS F PANY LATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. CA-ENG TSB/GWH DRAW/NG PLATES 6CEPTANCEOFDPROFESSIONALLENGINEERINGERESPONSIBILITYOUSOLELY3FOR THE TRUSSACOMPONENT G TOT.LD, 42.0 PSF ITW Building Components Group,Inc. Kqk 20 4` SEAN- 661500 Sacramento,CA s Gro DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY OF THE /1y 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. IAD, `� DUR.FAC. 1.15 FROM KTC GCD w.H /3a/zoi SPACING 24.0" JREF- 1 URZ561 218 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - TO8 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS Bot chord 2x4 DF-L #1&Bet.(g) (9): 110 mph wind, 22.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 :W2, W5, W6, W7, W9 2x4 DF-L #1&Bet.(g): psf. :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard (g)' 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 Calculated vertical deflection is 0.11" due to live load and 0.25" due load applied per IRC-09 section 301.5. to total load at X = 12-0-0. Deflection meets L/240 live and L/180 total load. Creep increase Truss designed for unbalanced snow load based on P 25.00 factor for dead load is 2.00. Truss d, CAT II & Pf=19.25 psf. 9 psf, Ct=1.10, Use this design for common hip trusses @ 24.0" OC. Extend sloping TC of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Building designer is responsible for conventional framing, Spacingof supports originates from #1 hip. Attach 2x4 (6) Laterallybrace TC below filler withpurlins at 24" OC. 3X4 p�lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun 3X4 nails 0.13 ip rafter and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. i T H09120 W6 W7 H0912 3X4= 8 1— 0 0 4X6= T2 * a ® 4 0 {1 841111 7 9 10-5 ( ) T4 (+) W2 W5 0-7-0 W9 T 0'7 U I I I 0- 0 O 5X6(63)(R) III 4X6= H0308= 5X8- \ T „ 18-160 L1 ,,I 5X6(63)(R) III 5-5-4 >Ic 4-1-9 _I_2-6-14 1-6-14 1-6-14 Li ,J > c I. 3-6-12 2-6-14 3"11 6-8-8 I 6-8-8 >Ic ._I_ 3-8-2 _Hc 5-7-0 L- 13-8-10 s 6-6-125-7-0 o-2 S 7-1 1_so -JL- -1, 8-3-15 ,I_ 5-7-0 ,I 31-0-0 Over 2 Supports >{ R=1716 U=357 W=5.5" RL=674/-667 R=1715 U=357 W=5.5" Note: All Plates Are 2X4 Except As Shown. PLT TYP, 20 Gau a HS,Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way Inc 360-750-1470 FT/RT=8%(O%)/4(1) 10.03.04. p,RRpF�S TY:1 OR/-/1/-/-/R/_ 3901 NE 68th St.,Vancouver WA WARNING..TRUSSES IE GU COMPONERN 5 CARE TY iINFORMATION), FABRICATION,Pug NISHED BYSTPII (TR INSTALLING AND BRACING. REFER l BC51 ` ^ 1.r .r� Scale =.225"/Ft. NORTH LEE STREET, SUITE;12, pLEJU1NORIA. VA, 22316)CTI ESP (WOpp TRUSS COUNCIL E FUNCTIOICpUTE•6300 \J NV�'�r t'6.... VSO TC LL 25.0 PS F litk ENTERPRISE LANE. MADISON, WI 53)19) FOR SAFETY 4)AN CES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS REF R561-- 38231 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY RANGIER 81010 CEILING. 1957 E TC DL 7.0 PSF DATE 12/12/12 GROUP, INC. SHALLFNOTISH A COPY OF BE RESPONSIIBLEHIS FOR ANYGN TO DEVIIATIION FROM THISE ION DESIGN CONTRACTOR. ANY FAILURE BUILDING THEPTRUSSS till BC DL - IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. 1 tf 1 10.0 PSF DRW CAUSR561 12347135 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE I II.3I2O 12 BC LL CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/R)ASTM A653 GRADE/0/60 (W, N/H,SS)GALV. STEEL. APPLY 0.0 PSF CA-ENG TSB/CWC PLATES NY IINSPECTION OFCE OF PLgTESRUSS AND.FOLLOWED BYN`E'SSHALL BESE PCRANNEX A3 OFATED ON IS TPDES�IOOZ SEC';ION PER DA SEALSUN6THIS OREGON _ I1 W Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �, TOT.LD. 42.0 PSF S EQN- 638511 Sacramento,CA 9582Gro DESIGN SHOWN. TUE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE -1,?,.., 20'1 �' DUR.FAC.. 1 .1 5 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. P FROM KTC �D W'N� SPACING 24.0" JREF- 1URZ561 Z18 Kenewal b/3V/tul3 _ 1 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T09 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. imm.mm••i•mii•m.•mnmi.•i.iimn••...•mm••nmmm•m , Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g) Bot chord 2x4 DF-L #1&Bet.(g) :B1 1.5"x5.625" DF-L SS(g): (++) - This plate works for both joints covered. Webs 2x4 DF-L Standard(g) 1&Bet.:W9, M2 2x4 DF-L # *, ecial :W11 Web D24 SS: (g): ( )plate(s) require s Filler 2x4 DF-L #1&Bet.(g) details for s ecial P Positioning. Refer to scaled plate plot :Rt Wedge 2x6g DF-L SS P positioning requirements. 110 h 2 anywherewindroof,2CATtIIean EXPg6, wsnd TCCE ODL=4L2SpDfblWgndLBCaDLa6.0 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 Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. BC above filler at 24" OC. (*) Laterally brace TC below filler at 24" OC. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load toltolal l adraicXl d14-9-tion is 0.16" due to live load and 0.46" due applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 14-9-12. 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. 2X4 III 2X4 III 3X6 III 3X6 III 3X8 $ 4X6= 4X6 3X12= 6X8= 5X8= 2X4 _ ID 3X4% O I 8-6-5 5X6(F2) (*) T2 T3 (*) —I 8 • . W11 4411 0-7-0 5X6(B12R) o 0-7-8 , *0---V � 0-7-0 �= s M2 .-� 5X8= 2X4111 • G MC 11.1 3X4= H0514(**) = 8X14-=- 9 = 18-0-0 H1319= 2X4111 4X6= III 1-0-0 3X5(**)(++) 2X4 I 01-1 - -▪ -;I_ 28-6-86.112-10-0 4-1-9 4-8-3 � 4-7-11 4"3 3-11-13- 4 + `_ ` > r_ 5-7-0 2-11-12 4-8-5 4-6-7 _9_4 4-7-11 4-5-13 5-5-4 I 13-6-1 5-7-02-5-81' 12-2-8 -I - 16-4-0 31-0-0 Over 2 Supports R=1476 U=257 W=5.5" RL=223/-223 R=1434 U=254 W=5,5" PLT TYP. 20 Gauge HS,Wave Design Crit: IRC2009/T/PI-2007(STD) Trus-Way Inc 360-750-1470 �'NARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION FT/RTNG,8%(O%)/4(1)SHIPPING. INSTALLING AND BRACING�O.O3.04.e D.fl®Q^ QTY:1 OR/-/1/-/-/R/- 3901 NE 68Th St.,Vancouver WA NORTH LEEBSTREET(BSUITEN3UIRE EXTREME AE VA'N2Z03PojgCATI OW,,PrIIS TRUSS COUNCIL OF AMERICA.BRACING. I SCa I e =,25"/Ft. (TRUSS PLATE INSTITUTE. 218 Ss.' �G i N �Si TC LL 25.0 PSF ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS O REF R561-- 38232 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS A PROPERLY IED RIGID CEILING. 1957 •E y TC DL 7.0 PSF DATE 12/12/12 AND BOTTOM CHORD SHALL HAVE Cr 'IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �' ALPINE _ INOCONFO MANCEWITLL HOT BE TPI; ORBPONSIBLE FOR ANY Fq FABRICATING, HANDLING, SHIPPING,TINSTALLING 6 BRACINGUOF TRUSSESO THE TRUSS �# ► BC DL 10.0 PSF DRW CAUSR561 12347139 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TP1. ALPINE 1 /13/2012 BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/16/t6GA(W,H/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. OREGON ITW Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1_2002 SECA. A SEAL ON THIS ,, p TOT.LD. 42.0 PSF S EQN- 638585 DESIGN SHORNCATESTHECSUITABILITY ANDFUSEI OFATHISGCOMPON NTNFOROANYBBUI DING 15LTHE RESPONS IBI LITVNOF LATHE �� 20'1'+8 Sacramento,CA 95828 AO' DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RO��W'N� SPACING 24.0" Renewal 6/30/2013 JREF- 1 URZ561_Z18 ( 124594—LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, TS 1.5"x5.625" DF- T10 ) ' Bot chord 2x4 DF-L #1&Bet.( ) :61 1.5"x5.625" DF-L SSL SS(g); Webs 2x4 DF-L Standard (9) (++) — This plate works for both joints covered. :W12 2x8 DF-L SS: g) :W10, M2 2x4 DF-L #1&Bet.(g); Filler 2x4 DF-L #1&Bet,(g) (")Plate(s) require special positioning. :Rt Wedge 2x6g DF-L SS(g): details for special positioning requirements. Filler to scaled plate plot 110 mph wind, 21.55 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. Connectors in green lumber (g) designed using NDS/TPI reduction factors. ceiling. Laterally brace BC above filler at 24" OC. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Laterally brace BC at 24" OC in lieu of rigid Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Laterally brace TC below filler at 24" OC. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Calculated vertical deflection is 0.18" due to live load and 0.39" due to total load at X = 14-9-12. d for dead load is 2.00. Ce=1.00, Use this design for common hip trusses a 24.0" OC. Extend sloping TC of Truss 0, ATed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, CAT II & Pf=19.25 psf. truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supportsBuilding designer is responsible for conventional framing. bracing to flat Tworiginates from #1 hip. Attach 2x4 lateral nails(0.135"x3.5",min? OC4" Bx ) and diagonally bracer Gun Support hip rafter with cripples at 5-7-14 OCPer DWG. BRCALHIP0109. 4X4 3X6 III 4X4 3X8% 3X5.----- 3X6 III •, was mmingremimmum, _ 8.:111111111111111111 3X12= 4X6= 11166 4X6�� 6X8= 5X8= 3X4�i — .�. 5X6(F2) ; (*) • m. (*) T5 C �' W12 7 8 7-2-5 0-7-0Nll 5X6(812R) �_�' ._�M��X8— 0-7- 0-7-0 0 7-0 1-o-03X4: H0514(**) - — �� -� �� 8X14— 18-D-0 3X5(**)(++) III 1oH1319= 4X6= 1-0-o 0-6 1-3 �� -�-4 2-10-0 28 z8g 2-5-8 2-11-120 4-5-11 3-5-5 1-5-: -7-: i6 3-5-3 4,.3 4-8-5 4-6-7 1-9-4 3-11-13 5-7-0 9-10-15 4-7-11 4-5-13 2-5-8 5-7-1 9-11-0 5-5-4 12-2-8 5-7-0 31-0-0 Over 2 Supports 16-4-0 R=1901 U=357 W=5.5" RL=491/-407 Note: All Plates Are 2X4 Except As Shown. R=1887 U=355 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP, 20 Gau•e HS,Wave Trus-Way Inc 360-750-1470 "WARMING'.TRUSSES REQUIRE EXTREME CARE IN FABRICATION,T/HANDLING, SHIPpING, INSTALLING RT=8%(0%)/4(1) AND BRACING.1 0.03,04.R:U 3901 NE 68[h S[.,Vancouver WA REFER TO SCSI (BUILDING COMPONEN SAFE Y INFORMATION), OgLISHED BY TPI (TRUSS PLATE INSTITUTE,:10'0 18 ♦JV •`• - QTY:1 OR/-/1/-/-/R/_ Scale ENTERPRISE LANE. MADISON, WI AL5IB(AT119)I FORVSAFETY,PRACTIICESCPRIOR OTO PERFORMING NTHESE DFUNCTIONS. UNLESS �� NAG i Nie. .. S'i0 TC LL =.25"/Ft. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 2 5.0 PSF REF R561-- 38233 A PROPERLY ATTACREG RIGID CEILING. 1957 E 9 TC DL 7.0 PSF DATE 12/12/12 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 1� ALPINE NOCONFORMANCE WITH TPI' ORSFABRICATINGR HAND�INGATSHIPPING,TINSTALLING A BRACINGUOF TRUSSES. THE TRUSS • BC DL 1 0.0 PSF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE ��'� C - CA TSB61 12347137 PLATESTTO EACHES FACEEOFF MADE RUSS AND, ASTM TTHHISMDESIIGN, POSITION PERDRAWINGS160A-Z. - BC LL 0.0 PSF CA-ENG TSB/CWC ANY 1 /13/2012 DRAWINGP INDICATES PLATES THE TRUSSACOMPONENT OREGON TOT.LD, ITW Building Components Group,Inc. 42.0 PSF SEQN— 638579 Sacramento,CA 95828 DESIGN SHOWN. THE AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE L ON THIS Q� '4141.20,i4°�PV DUR.FAC. 1 .15 BUILDING DESIGNER PER SUITABILITYI 1 SEC. 2, 0% Sacramento, H FROM KTC SPACING 24,0" JREF- 1URZ561 218 Renewal 6/30/2013 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR TOP chord 2x4 DF-L #1&Bet. T11 ) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Bot chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5,625" DF-L SS(g): • ,iimininiminimmimmummi.... ,............m ,.m.m.. _ Webs 2x4 DF-L Standardg() '61 1 .5"x5,625" DF-L SS(g): (++) - This plate works for both joints covered. :W10 2x8 DF-L SS: 9) :W8, M2 2x4 DF-L #1&Bet.(g); Filler 2x4 DF-L #1&Bet.(g) (**)plate(s) require special positioning. Refer to scaled plate plot details for special positioning requirements. 11Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere0 mph wind, 20.89fft mean hgt, ASCEiC D CLOSED bldg,i Located in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 BCtabo a ll at at 24" OC in lieu of rigid psf. BC eavfice BC at" OC. ceiling. Laterally brace 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 load applied Laterally brace TC below filler at 24" OC. per IRC-09 section 301,5. load. Creep increase factor Calculated vertical deflection is 0,19" due to live load and 0.49" due for dead load is 2.00. to total load at X = 14-9-12. Deflection meets L/240 live and L/180 total In lieu of structural Truss designed for unbalanced snow load based on Pg=25.00 psf, panels use purlins to brace all flat TC 24" OC. Ct=1.10, Ce=1.00, CAT II & Pf- -19.25 psf. 3X8 4X6= 3X12= 2X4111 6X8= 4X6T. 3X4 / 5X8= 4X6(F2) $ r uI T31.1- 1. ,... ... �` 5-10-5 0-7-0 �� W10 hhinh866 -7-� R• �i 0_7_8 II5 M2 5X8= '►�,. 07o/ 2X4111 T I:a�1 3X4: H0514(**) - 18-0-0 3X5(**)(++) III 8X14= ,8H1319= 2X4111 4X6= 2X4 111 1HO-o 0 6 14 3 2-10-0 28-6-8 4X6(62)(R) III 2-5-8 4-8-5 4-8-3 -7_; 4-7-11 4-4-1 5-7-0 2-11-12 4-8-5 7-10-15 4-6-7 1-9-4 4-7-11 2-5-8 17-6-1 4-5-13 5-5-04 12-2-8 5-7-0 31-0-0 Over 2 Supports 16-4-0 R=1420 U=238 W=5.5" R=1408 U=235 W=5,5" RL=157/-157 PLT TYP. 20 Gau.e HS,Wave Design Crit: IRC2009/TPI-2007(STD) Tru TYP. Inc 36Ga Gau.e e •NARNING•• TRUSSES REQUIRE EXTREME CARE IN FAORICATIpry FT/RT=8%(O%)/4(L1) qND BRAG„1 0.03,04.r:,Its 3901 NE68tltSt.,Vancouver WA REFER TO SCSI (BUILDING COMPONEN SAFE Y INFORMgTION), PUBLISHED BV TPI '.t'`', '��"` �QTY:1 OR/-/1/_/_/R/_ NORRTHPLIEESTREET MSUITEN312. AL53XAjND IFORVA, 22314)ANDCRIES AR(WOOD PERFORMING NTHESEOFUNAMERICA UNLESS \0 c��`_\G 1 N F4.. Scale =.25"/Ft. ( (TRUSS PLATE INSTITUTE. 218 siTj TC LL Ilik OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 25.0 PSF REF R561-- 38234 A PROPERLY ATTACHED R1010 CEILI N. 194:711:!i:„ 957 ,E O11, TC DL 7.0 PSF DATE 12/12/12 GROUP, PORT. SHALL URNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11W BUILDING COMPONENTS - INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 111 MERE BC DL 10.0 PSF DRW DECONFORRNFORMSWITH TPI, OR FABRICATI510NSHANDLING, OF NOS(NATIONALSHIPPING. DESIGN SPEC,INSTALLING A BRACING OF TRUSSES. ALPINE ��J/ DRW CAUSR561 12347134 Y D E OF PLATESCONNECTOR TTO EACH ES FACEEOFATRUSS ANp18/UNLESSWOTHERWISEASTM LOCATEDOONRTHIS DESIGN,DE 40/60 POSITION PERDRAWINGS1GOA-Z. OREGON BC LL 0.0 0 PSF ANY INSPECTION OF PLATES FOLLOWED BY 1./13/2012 CA-ENG TSB/CWC ITV Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONgLLENGINEERER INGERESPONSIBX A3 OF ILITVOOSOLELY=FOR THE TRUSSACOMPONENi TOT.LD. 42.0 PSF SEM- Sacramento,CA 95828 DESIGN SHOWN. iPE SUITABILI Y AND USE pF THIS COMPONEN FOR ANY BUILDING IS THE RESPONSIBILITY OF THE / '.y 638560 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. �a 2o,i �, DUR.FAC. 1 .1 5 Igo VJ HSP FROM KTC SPACING 24.0" JREF- 1URZ561_Z18 Renewal 6/30/2013 (124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T12) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS Bot chord 2x4 OF-L #1&Bet. ) :B1 1,$"x5.625" DF-L SS (9) Webs 2x4 DF-L Standard(g) :W8, M2 2x4 DF-L #1&Bet9) 2 COMPLETE TRUSSES REQUIRED RED :W10 2x8 DF-L SS: (g): r---- Nail Chord:Schedle:0.131"x3" nails ' Filler 2x4 DF-L #1&Bet.(g) Top 1 Row 7, Bot Chord: 1 Row #11.75" o.c. o.c. Webs : 1 Row a. 4" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Use equal spacing between rows and stagger nails Special loads in each row to avoid splitting. (Lumber 67 plf / Plate Du r.fac.=1.15) Truss transfers a maximum horizontal load of IC- From 67 plf at -1.00 to 67 plf at 5.91 1500 # TC- From 2 plf at 5.91 to 2 plf at 16.64 ( 48.40 plf ) along top chord, from either, TC- From 134 plf at 16.64 to 134 plf at 23.19 direction to supports where indicated. Diaphragm and TC- Fromat connections are to be designed by Engineer of Record. 21 plf at 23.190.00 to 21 plf at 32.46 DragLoads: Force(#) BC- From ( ) (PLF) Mbr Start End BC- From 10 plf at 2.46 to 10 plf at 14.67 Case 1: 1500 48.40 TC 0.00 31.00 BC- From 20 plf at 14.67 to 20 plf at 31.00 1500 BC 0.00 (++) - This plate works for both joints covered. TC- 400.00 lb Conc. Load at 5.94 PLT- 171.99 lb Conc. Load at ( 8.00,22.75) PLT- 238.21 lb Conc. Load at (10.00,22.15 PLT- 241.16 lb Conc. Load at (12.00,22.15 (08)1 plate(s) require special positioning. Refer to scaled plate plot PLT- 307.99 lb Conc. Load at (15.50,22.1$ (14.00,22.15) details for special positioning requirements. PLT- 175.01 lb Conc. Load at (16.44,22.15) PLB- 95.80 lb Conc. Load at ( 2.00,18.04) 110 mph wind, 20.65 ft mean hgt, ASCE 7-05, CLOSED bldg, Located PLB- 73.91 lb Conc. Load at ( 4.00,18.67) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6,0 PLB- 83.14 lb Conc. Load at ( 6.00,18.67) psf. PLB- 145.81 lb Conc. Load at ( 8.00,18.67), (10.00,18.67), (120018 (74.00,18.67) Wind loads and reactions based on MWFRS. . , .67) PLB- PLB- 1205Calculated lbCConc.LLoadaat((16.44,1118 04) Calculated horizontal deflection is 0,11" due to live load and 0.16" due to dead load. Calculated vertical deflection is 0.25" due to live load and 0.62" due Laterally brace TC below filler at 24" OC. to total load at X = 14-9-12. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. In lieu of structural panels use purlins to brace all flat TC a 24" OC. 3X4 4X6 --- 3X84-• 3X12= 2X4111 4X6 B % 6X8= 5X8= _ 4X6(F2) ••-N4111111r 71111.11 T3 N1144144444% W10 0-7-0 8 5-4-8 � �, " M2 5X8= 0-7-8 •a1 4X6(62)(R)01117-0 B .7s 2X4 111 W =_\ 1-0-0 H0514(**) _ 8X14 2X4 111 4X6= 18-0-0 h 3X4% 3X5(**)(++) III H1319= 2X4 111 8 1-0-0 0-5-5-J1-3 28-6-8 4 2-10-0 4-8-5 4-8-3 1-7-: R=3401 U=660 W=5 5 24-7-11 4-4-1 5-7-0 _5-8 2-11-12 4-8-5 4-6-7 -9-' 4-7-11 4-5-13 5-5-4 R=2977 U=521 W=5.5" RL=1494/-1494 5-10-15 2-5-8 12-2-8 19-6-1 5-7-0 31-0-0 Over 2 Supports 16-4-0 Design Crit: IRC2009/TPI-2007(STD) PLT TYP, 20 Gau.e HS,Wave Trus-Way,Inc 360-750-1470 FT/RT=B%(O%)/4(1) 10.03.04.;1� O,RRO(c 3901s-WavINE 68th St.,VancouverWA RwARNTOMBC51TRSSES INGCOMPONENTSAFETYE CARE 'N INFORMICATII)N PUBLISHED BY SHIPPING, (TRUSSSP LLII„r°uRACING. OR/-/1/-/-/R/- NORTH LEE STREET. SUITE 312, ALE%ANDRIA, VA, 22314)AND WFCA(WOOD TRUSSI COUNCIL OF AMERICA, 6300 /. Scale =.225"/Ft. ENTERPRISE LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS \�� NG��EF, �iO TC LL 2 5.0 PSF REF R561-- 38235 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 1957 -e - y TC DL 7.0 PSF DATE 12/13/12 SH A COPY OF IS DESIGN TO E 'GRODUP, NCAISHALLFNOT'BE RESPONSIBLEHFOR ANY DEMI AT IION FROM THISINSTALLATION DESIGN;ANY FAILURE TV BUILD THEPTRU SS BC D L ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING q BRACING OF TRUSSES /: 10.0 PSF DRW CAUSR561 12348086 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF/PA)AND TPI. ALPINE 1 /13/20 12 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, H/H,SS) GALV, STEEL.APPLY PANY LATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A.Z. OREGON DRAWING INSPECTION INDICATES PLATES A ACCEPTANCE OFBY PROFESSIONALLENGINEERINGERESPONSIBILITY�SOLELY3FOR THE TRUSSACOMPONENi TOT.LD.LD. 42 0 PSF SEQN-N- ITW Building Components Group,Inc. Q 661479 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE �� 2p'1 BUILDING DESIGNER PER ANSI/TPI , SEG. 2. DUR.FAC. 1 .15 FROM KTC R�1.D IN- Sacramento, HSP SPACING 24.0" new- JREF- 1URZ561_Z18 1 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T15 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): psf. Connectors in green lumber Bottom chord checked for 10.00 psf non-concurrent bottom chord live (g) designed using NDS/TPI reduction factors. load applied per IRC-09 section 301.5. Special loads Calculated vertical deflection is 0.03" due to live load and 0.08" due (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) to total load at X = 8-9-6. TC- From 67 plf at 0.00 to 67 plf at 5.91 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 2 plf at 5.91 to 2 plf at 8.56 TC- From 67 plf at 8.56 to 67 plf at 15.50 factor for dead load is 2.00. BC- From 20 plf at 0.00 to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 12.50 In lieu of structural panels use purlins to brace all flat TC 24" BC- From 20 plf at 12.50 to 20 plf at 14.50 OC. TC- 400.00 lb Conc. Load at 5.94, 8.59 TC- 213.70 lb Conc. Load at 7.25 BC- 95.80 lb Conc. Load at 2.00,12.50 6X8 BC- 102.74 lb Conc. Load at 4.00,10.50 3X4 BC- 110.12 lb Conc. Load at 6.00, 7.25, 8.50 Wind loads and reactions based on MWFRS. �P �� 8 4411 4-6-5 0-7-0 / .mimil - 110 0-7-0 4X6(62)(R) III • 8-0-0 2X4111 3X5= 3X4= 4X6(:2)(R) III F'5-10-15 >k 1 2-10-7 >'< 5-8-10 I_ 5-10-15 ,I_ 2-10-7 ,I_ 5-8-10 J 14-6-0 Over 2 Supports J R=1358 U=132 _I R=1432 U=160 W=5,5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.tO DA ER),p4TY:1 OR/-/1/-/-/R/- Scale =.4375"/Ft. TNS-Way Inc 360-750-1470 ..WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68Th St.,Vancouver WA NORTH LEE STREET(BSUITEB312, ALE NDRIAE VA. 2223141 AND WTCAB(WOOD TRU SI COUNCIL POFTEAMERICAUTE, 63000 `@'�`� NG t N E.S'S,/O TC LL 25.0 PSF 0 HERWISEENTERPRISE INDICATED TOPNCHORD SHALL. BHAVEFOR PROPERLY ATTACHED STRUCTURALSAFETY PRACTICES PRIOR TO EPANELSBANDH001108 CHORDESE SSHALLBHLESS AVE 1957 -E TC DLREF R561-- 38236 A PROPERLY ATTACHED RIGID CEILING- 1.. 7.0 PSF DATE 12/12/12 r `GROU POR . SHALLFNOTISH A COPY OF BE RESPONSIBLEHIS P00 ANYGN TO DEVIATIE ON FROMBLLATION THIS DESIGNTBACTOR. ITN AMY FAILVRE TOIBUILD THEPTRUSB 4120.'''i- JOF BC DL 10.0 PSF DRW CAUSR561 12347132 ALPINE IN CONFORMANCE WIH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. 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 �'t1/� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K)ASTM A653 GRADE 40/60(W, K/H.SS)GALV. STEEL. APPLY I O 1�C0� _ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. TOT.LD. 42.0 PSF SEQN- 638432 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS '141ITW Building Components Group,Inc. DESIGN 51HOWNCATESTHECSUITABILITY PANDFUSEI OFwTHISBCOMPONENTGBFOROANY BUILDING ISLTHE RESPONSIBILITY OF LATHE 20'1 Sacramento,CA 95828 C,,Q pv DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. RGC°W'K% SPACING 24.0" JREF- 1URZ561_Z18 Renewal b/3V/ZV13 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - T16 ) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord .4"DF.L2#1 Bet. g)SS110 mph wind, 23.39 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 x5.6DF-L 5"SDtaLndard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4,2 psf, psf, wind BC DL=6,0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Special loads load applied per IRC-09 section 301.5. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1,15) Deflection meets L/240 live and L/180 total load. Creep increase TC- From 67 plf at 0.00 to 67 plf at 14.41 factor for dead load is 2.00. BC- From 20 plf at 0.00 to 20 plf at 5.94 Shim all supports to solid bearing. BC- 211.00 lb Conc. Load at 2.00 BC- 1358.44 lb Conc. Load at 4.00 Wind loads and reactions based on MWFRS. 0-4-3 Unbalanced snow loads have not been considered. p 27-10-13 T \ 27-6-5 R=14 U=6 8 (— R=147 U=68 W=1.5" 0 74-10-5 R=265 U=121 W=1.5" 4X6 0 22-2-5 IA R=175 U=75 W=3.25" 0-7-0 AllIlls Ij ,'AA 18-0-0 5X6(63) - 3X10111 6X6 R=1206 U=267 Lc 5-11-4 >fic 3-10-4 -.-IA‹ 4-0-0 >,.'11 4-0-01_11-4 4-0-0 1-10-3 F 14-4-15 Over 6 Supports >I R=844 U=187 W=5.5" PLT TYP, Design Crit: IRC2009/TPI-2007(STD) Trus-Waylnc 360-750-1470 FT/RT=8%(0%)/4(1) 10.03.04`0,+ri,• x�QTY:1 OR/-/1/-/_/R/_ 3901 NE 68 h Wave.,Vancouver WA ••WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. NORTH LEE STREET(BSUITEN312, ULEXANDRIAE VAIN2233114)IAND WTCAB(WOODD TRUSSI COUNCIL OF AMERICA, 6300 .� G I N S/ TC LL 25.0 PSF Scale =.275"/Ft. (TRUSS PLATE INSTITUTE, 218 , WI ) SAFETY PRACTICES PRIOR TO OTHERWISEENTERPRISINDIICATEDOTOPNCHORD SHALLBHAVERPROPERLY ATTACHED STRUCTURALEPANELS AND BOTTOMING THESE CHORD SHALLHAVE REF R561-- 38237 A PROPERLY ATTACHED RIGID CEILING. �� O TC DL A-, 1957 •E 7.0 PSF DATE 12/12/12 mow •GROU POR ANHLLFNOTI BE RESPONSIBLEHFOR ANVIATIO YGDEN FNROMATHISI DESIGNTRANY FAILURE TIMORTH=7=71=S '� BC D L ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING'S,BRACING OF TROUSSES. I , ''''.0,/ 400 10.0 PSF DRW CAUSR561 12347129 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE BC LL CONNECTOR PLATES ARE MADE OF 2O/18/16CA(W,N/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALV. STEEL. APPLY OREGON/13/20 1 2 0.0 PSF CA-ENG TSB/CWC PANY INSPECTION OF LATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS RESIGN. POSITION PER DRAWINGS 16OA-Z, DRAWINGSINDICATES PLATES FOLLOWED BY AACCEPTgNt4;:ROFITIDNALT-X%NEERINGERESPON51O1LITYI2SOLELY3FOR THE TRUSSACOMPONENT /N qN 20 g TOT.LD. 42.0 PSF S EQN- 638536 ITW Building Components Group,Inc. V` 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. *1 L>V DUR.FAC. 1 .15 FROM KTC ��LD V11•H� SPACING 24.0" JREF- 1 URZ561 Z18 Renewval6/30/2013 - ( 124594-LEGEND HdMES PLAN ASPEN A -- WILSONVILLE, OR - T17 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet,(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6,0 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 load Right end vertical not exposed to wind pressure. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 2X4 III IPJ . a 2-4-4 k IN 101.1.1 0-4-4 : '' 9 � �J .{ ..9-0-0 I 2X4 III 2X4(A1) = LE-1-0-0-- f 2-8-4 :I3,71 I< 3-0-0 Over 2 Supports >I R=212 U=8 W=3.5" RL=61/-33 R=115 U=23 PLT TYP, Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way,Inc 360-750-1470 FT/RT=8%(0%)/4(1) 10.03.04 :_ca+. ROA- 4TY:7 OR/-/1/-/_/R/_ "NRRNINC•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDL/NG, SNIPPING, INSTALLING AND BRACING. 3901 NE 68th SL,Vancouver WA REFER TO WCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED BY TPI (TRUSS PATE INSTITUTE, 218 q�1 Scale =.75"/Ft. NORTH LEE STREET, SUITE 312, A. WILEXANDRIA. VA, 22314)OND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 _`G N F�' /OZ TC LL 25.0 PS F OTHERWISEE INDIMCATEDDTOP HCHORD SHALL 5371BHAVE) RPROPER YSAFETY PATTTACHED STRUCTURAL TICES PRIOR TO EPANELSNANDHBOTTOM CHORD SHALL HAVE l� REF R561-- 38238 R PROPERLY MAIMED RIGID OEILIMe. 1957 •E . 9 TC DL 7.0 PSF DATE 12/12/12 tr cid, / now GRO*PINC. SHALLFNOTISH A COPY OF BE RESPONSIBLEHIS FOR ANYGN TO DEVIIATION FROMTHISON DESIGN;ANYOFAILURE TOI BUILD THEPTRUSSS `�'� Air BC DL 10.0 PSF ALPINE IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. /13/2012] t 1 DRW CAUSRS61 12347140 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE 1 I Z _ BC LL 0.0 PSF CA-ENG TSB/GWH CONNECTOR PLATES ARE MADE OF 20/1B/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H.SS)GALV, STEEL. APPLY ANY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. \,\:;ii:EGON ITW Building Components Group,Inc. DAWINSPINDICATES PACCEPTANCE OFLATES DPROFESSIONALLENGINEERINBE PER NERESPONX A3 F TPI1TY00SOLELY3FOR THE TRA U SSA COMPONENT CTOT,LD, 42.0 PSF FROM- 638315 Sacramento, A DESIGN SHOWN. THE SUITABILITY AND USE DF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 2D,, �' DUR,FAC. 1.15 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, FROM KTC SOLD w'N� SPACING 24.0" RRIIBYYOI6/3O/rois JREF- 1URZ561_Z18 ( 124594-LEGEND HdMES PLAN ASPEN A -- WILSONVILLE, OR - J02 Top chord 2x4 DF-L #1&Bet.(g) o THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUR ITTED BY TRUSS MFR. Bot chord 2x4 DF-L #1&Bet.(g) :Lt Wedge 2x4 DF-L Standard Special loads (g)' (Lumber 67Duplfc.=1.15 / Plate Dur.Fac,=1.15) Connectors in green lumber TC- From 67 at -1.00 to 67 plf at 1.91 (g) designed using NDS/TPI reduction factors. BC- From 20 plf at -0.002to 20 plf at 2.00 BC- From 10 plf at 2.00 to 10 plf at 5.94 110 mph wind, 18.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 32.84 lb Conc. Load at 2.00 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6,0 BC- 54.58 lb Conc. Load at 4.00 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind loads and reactions based on MWFRS, load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Calculated vertical deflection is 0.03" due to live load and 0.09" due for dead load is 2.00. to total load at X = 3-5-12. Unbalanced snow loads have not been considered. R=98 U=8 *19-6-13 8 1-10-5 0-7-0 ,• �- Vii- 0-3 8 R=9618-0-0 ____L__ 4X6(83)(R) III L 1-0-0--->l<--____i—10-15 —I 4-1-13 5-11-4 Over 3 Supports R=200 U=40 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way Inc 360-750-1470 WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATIONFTHp�RL NG BG/°(OG�)/4(1) AND BRACING. �1.:.�o P 0 3901 NE 6801 St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMgT10N), PUBLISHED BV TPI :+yY:5 OR/-/1/-/_/R/_ NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND NACq L Scale =1"/Ft. ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING RTHESE LFUNCTIONSTUTEUNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURALcg= CHORDCSHgLL HAVE .�57W E ,. /01 TC LL 25.0 PSF A PROPERLY ATTACHED RIGID CEILING. (� REF R561-- 38239 A COPY OF TC DL 7.0 PSF DATE 12/12/12 GROMPOR ANT�'LLFuURRTISN RESPONSIBLEHISDESIGN TO TION INSTALLATION CONT ANY FAILURE BUILDTO ING COMPONENTS Noy ALPINEFROM I' �i TBC DL 10.0 PSF DESIGNFCONFFORMSWWITHTABE APPLICABLE PROVISIONS FORIONS OF HANDLING, NOS (NATIONAL THISDESIDEN SIGN; A RAFAILURE D TPI ISTHE TRUSS ALPINE 1] t 1^� CA-ENG DRW CAUSR561 12347133 PtATESCONNEC�TO EACHR ES FACE EOFATRUSS AND. ONLESSE OF 20/18/16GA WOTHERWISEASTM A6S3 LOCATED 00 GRADE HIS DESIGN. POSITION PERVDRAWINGS 1A60A VL, 1 /I 3/2012 , BC LL 0.0 PS F ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPII_2002 SEC.3. A SEAL ON THIS ^^ .�lyO��R EGO,N TSB/CWC ITW Building Components Group,Inc. °RAYING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT V ZO, TOT.LD. 42.0 PSF SEQN- 638334 Sang Cemtp, en sG95828DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, DUR.FAC. 1.1 5 R°LD w.N� FROM SPACING 24.0" JREF- 1UR 1URZ561_Z18 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - J04 ) Top chord 2x4 DF-L #1&Bet.(g) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. :Lt chordg2x4 DF-L Standard ) 110 mph wind, 19.55 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 Connectors in green lumber psf. psf, wind BC DL=6.0 (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. load and 0.11" due to total load at X = 3-2-12. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.04" due to live load applied per IRC-09 section 301.5. Deflection meets L/240 five and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 R=122 U=49 20-10-13 8 1111111 3-2-5 0-7-0 ,, �� 10-3 8 ____I___go- 18-0-0 R=103 4X6(83)(R) III -1-0-0 3-10-15I �— 2-1-13-�1 5-11-4 Over 3 Supports R=268 U=14 W=5.5" RL=92/-38 PLT TYP. Wave Design Crit: IRC2009/TP'I-2007(1STD) Tru NE 68 Inc 360-750-1470 • RARNINC�'TRUSSES REQUIRE EXTREME LARE IN FABRICATIONFT/R HANDLING. /INSTALLING4OND BRACING. 3901 NE 68th St,Vancouver WA (BUILDING COMPONENT SAFETY INFORMgTION), PUBLISHED BY T SHIPPING,) ( ) 1 0.03,04.��1:�,FI�Q TY:4 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO RTCa(WOOD TRUSS COUNCIL OF AMERICA, 6300 `. (+I\, slb TC OR/ RLL-/1/ 1/-/-/R/- ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMINGRTHESELFUNCTIIONS, UNLESS V hi Scale =.75"/Ft. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 25.0 PSF REF A PROPERLY DCED RIGID ORD . `.1 C FR,, 02 R561-- 38240 now PNPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENT .00 S 1�J� •E CDL 7.0 PSF DATE 12/12/12 ALPINE GROUP, INC SHALL NOT BE RESPONSIBLE FOR ANY LINGHI PI THIS DESIGN; ANY DR FGING OE TR BUILD THE TRUSS r BC DL DESIGNIN CONFORMANCE WITH TPI; OR ARE REABLERPROVISSOR ANT HANDLING, (NATIONAL DESIGN SPEC,SBYYAFAILURENDRTp1EL ALPINE ' ' 10.0 PSF DRW CAUSR561 12347142 ...0e") CONNPLATECTS OR EACHESAREFACE OMADEOF qND,B/UNBLOA ESSWOTHERWISEASTMURSa GAUGE 40/60(W,POSITION PERV. STEEL. AboaY2. BC LL ANY 1 /13/2012 0.0 PSF CA-ENG TSB/CWC LOCATED DRAWI NG PINOICgTES HE SUI TANCEOOFOAND USE OF THISGINEER/NGERESPONSIBILITY O5OIS THE OR TME TRU55 COMPONENT OREGON ITW Building Components Group,Inc. TOT.LD. 42.0 PSF Q 638337 Sacramento,CA 95828 DESIGN SHAWN, THE SASSI/LIT1 AND USE OF THIS COMPONEN FOR ANY BUILDING 15 THE RESPoNSIBILITY OFTTHE ^^HIS 1Q// SEQN-— BUILpING DESIGNER PER ANSI/TPI 1 SEC. 2. V4/ ` 20,1 8 DUR.FAC. 1 .15 FROM KTC OCD w kA SPACING 24.0" JREF- 1URZ561_Z18 •enewa , , ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - J07 Top chord 2x4 DF-L #1&Bet.(g)• THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.64 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Lt Wedge 2x4 DF-L #l&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 • Connectors in green lumber psf• psf, wind BC DL=6.0 (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Calculatedl vdraicXl deflection-11 is 0.00" due to live load and 0.17" due to total load at X Bottom chord checked for 10.00 psf non-concurrent bottom chord live = 2-11-13. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. Shim all supports tofactor for dead load is 2.00. solid bearing. e0-4-3 0 73-0-13 --- I R=39 U=19 * 72-2-5 R=214 U=102 W=1.5" 8 5-4-5 0-7-0Phill— ► 11 R=1100,121 18-0-0 4X6(83)(') III 1 -----5-11-4 1„8 1-2-11>i 7-1-15 Over 4 Supports R=335 U=3 W=5.5" RL=161/-54 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way Im 360-750-1470 FT/RT=8%(0%)/4(1) 10.03.04. ��* 3901 NE 68 h St.,Vancouver WA ..WARNING.. TRUSSES D IENo COMPO EE RNTE Sq ERE TY IN NFO�MAT AONI)N.PUBLND HED ZIT INSTALLING AND BRACING. REFER TO SCSI ..�, •PIF$Q _ QTY:1 OR/-/1/-/-/R/_ NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WORD TRUSS COUNCIL PRFTEAM RICA TE 6300 4% _` / Scale ..5"/Ft. OTHERWISE INDIICATEDMADISON, TOP NCHORD SHALLB)HAVE RSAFETY PROPERLYPATTTTICES PRIOR TO ACHED STRUCTURAL PERFORMING THESE UNLESS HAVE \ '- l� O TC LL 25.0 PSF REF R561-- 38241 A PROPERLY ATTACHED RIOID CEILING, e c TC DL ••IM NWLy ATTACHED A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ��57 -E .144 7.0 PSF DATE 12/12/12 ALPINE GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC DL 1 0.0 PSF IN CONFORMANCE WITH TPI; OR FABRICATING HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. 1604....../0" DRW CAUSR561 12347141 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF6PA)AND TPI. ALPINE PLATESTTO PLATESDE OF 20/18/16GA AND, ASTM DESIGN, POSITION PERVOHARINGS 160A-Z. ANY BC LL 0.0 PSF CA-ENG TSB/CWC 1 /13/2012 ITW Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. OREGON DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSSACOMPONENr ,,..ttff TOT.LD. 4 2.0 PSF S EQN- 638343 TC Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE `.., 20'ty, 1"' DUR.FAC. 1 .15 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, �lROLD W N� FROM 1 UR SPACING 24.0" JREF- 1URZ561 Z18 Renewal 6/30J2013 _ ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - JA06 ) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 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 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. BCalculated vertical deflection is 0.00" due to live load and 0.16" due loadoadom chordliecheckedIfor section psf0 non-concurrent bottom chord live to total load at X = 2-11-13. applied per IRC-09 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. �� g 22-2-13 R=173 U=79 11' 8I 4-6-5 0-7-0 ,- I 0-3-8 - ► l �— 18-0-0 4X6(83)(') III R=110 L 1 'I-< 5-10-15 1"13 I5-11-4 Over 3 Supports R=332 U=17 W=5.5" RL=134/-48 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way,Inc 360-750-1470FT/RT=8%(0°k)/4(1) 10.03.040.1 u.PA$p,��QTY:3 OR/-/1/-/-/R/- Scale =.5"/Ft. yy CARNI NC"` TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA REFER TO TIIREET(BUILDING COMPONENT SAFETY INFORMAT)ION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 f ` , ENTERPRISE SLANE, MADISON.1 WI AL53719)1 FOR VSAFETY I PRACTICES CPRIORDTO PERFORMING NTHESE OFUNCTIONS. UNLESS \� \ I'Y F�, S'� TC LL 25.0 PSF REF R561-- 38242 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE C A PROPERLY ATTACHED RIGID CEILING. 7.0 PSF DATE 12/12/12 1957 •E 7 TC DL GROU POR ANT�LLRNOTISH A COPY OF BC RESPONSIBLEHIS DESIGN TO THE FOR ANY DEVIATION FROM THISION CONTRACTOR. IllY DESI2:,1,11,A=1;TOIBOILp THE COMPONENTS � BC D L 1 0.0 PSF ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING SHIPPING, INSTALLITRUSSES. ��'f DRW CAUSR56l 12347138 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFbPA)AND TPI, ALPINE 3/ ' 2 BC LL 0.0 PSF CA-ENG TSB/CWC PLATECTS TO PLATESDE OF AGO'B/UNLESSWOTHERWISEASTM LOCATE53 ONRTHIS DESIGN.DE 40/60 POSIITION PERVDRAWINGS APPLY OREGON ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3, A SEAL ON THIS �/O REGO,.6N TOT.LD. 42.0 PSF S EQN- 638340 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT G1 'IH 946 Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE A� DUR.FAC. 1 .1 5 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. r FROM KTC QROLO W. SPACING 24.0" JREF- 1URZ561 Z18 Renewal6/30/2013 — ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - JCLC ) A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23.39 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 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. and 0.17" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load to total load at X = 2-11-13. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. Shim all supports to solid bearing. 0-4-3 . 28-6-13 R=47 U=26 ) 27_6_5 8f R=181 U=101 W=1.5" • _44-10-5 R=265 U=148 W=1.5" " 22-2-5 R=308 U=171 W=3.25" �r 0-7-0 /:I R=111 U=6 418-0-0 4X6(B3)(R) III L1 '.1<------5-11-4------X4--3-10-4 >1‹ 4-0-0 >1.7.5-1.1 [ 15-4-15 Over 6 Supports >{ R=337 W=5.5" RL=359/-91 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) _ Trus-Wayy 360-750-1470 FT/RT=8D%(OD%D)/4(1) 10.03.04 s,,,aFF�1F. ��.1iyY:2 OR/-/1/-/-/R/- 3901 NE 68th Incc Vancouver W ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. Scale =.25"/Ft. REFER TO SCSI (BVILWING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 A NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 PP;GiNFF, /(✓ TC LL 25.0 PSF l�ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS REF R561-- 38243 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1 957 •E 9 A PROPERLY ATTACHED RIGID CEILING. '� 'TC DL 7.0 PSF DATE 12/12/12 SH A COPY OF •GROU POR AN P. INC. LLFNOTIRE RESPONSIBLE HIS DESIGN FOR ANT DEVIATION FROMTHE ATHISION DESIGN;CONTRACTOR. NY FAILURE BUILDING ILD THEPTRUSSS ��'/ t BC DL 10,0 PSF DRW CAUSR561 12347131 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 AF&PA)AND TPI. ALPINE 1 /13/2012 - BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/N,SS)GALV. STEEL. APPLY OREGON PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ^ TOT.LD, 42.0 PS F I1 W Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS V' *A1,20,[�J� SEQN- 638352 DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FAR THE TRUSS COMPONENT y Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONEN FOR ANV BUILDING IS THE RESPONSIBILITY OF THE P DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 16. W H� Renewal 6/40I7011 SPACING 24.0" JREF- 1 URZ561_Z18 ( 124594-LEGEND HOME$ PLAN ASPEN A -- WILSONVILLE, OR - JD04 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet,(g) iimi•.mi..mimmii •mmm.mnn•••mm•••..mm.•mm Bot chord 2x4 DF-L Standa (g) 110 mph wind, 19.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located ' Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP 6, wind TC DL=4.2 psf, wind BC DL=6.0 :Lt Wedge 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. Calculated vertical deflection is 0.02" due to live load and 0.06" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 2-5-8. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. ' 3X4 III R=150 U=47 20-10-13 8 4X6(83)(R) III ___i___ _—� N 0-8 0-7-0 — It 0-7-8 �— R=74 3X4= " 18-0-0 3X4 III 3-10-15 LL2-1-13--� I' 3-5-12 2-5-8 3-5-12 5-11-4 Over 3 Supports R=257 U=15 W=5.5" RL=92/-38 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way Inc 360-750-1470FT/RT=8%(0°�)/4(1) 10.03.04 ,..E•�?fPDF 3901 NE 68th St,Vancouver WA "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. \S Y•1 OR/-/1/-/_/R/_ REFER TO SCSI (8=11r1 BUILDING COMPONENT SAFETY INFORMgT1ON), PUBLISHED BV TPI Scale =.75"/Ft. NORTHgltk LEE STREEEET MADISON. ALEXAND IFORVA. 2231ETY PRACTTCMICES PRI'ONROOD PERFORMINGOUNTHESEOFUNAMERICAUTEUN6300 0 E,f OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ��I N�� /O TC LL 2 5.0 PSF REF R561-- 38244 A PROPERLY ATTACHED BION. CEILING. 95 7 �E , TC DL 110 7.0 PSF DATE 12/12/12 *GROMPORNC. SHALL NOOTIBE RESPONSIBLENIS FOR ANYON TO THE DEVIATION FROMATHISION DESIGN ANY FAILURE TOIBUILD THEPTRUSSS - IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. ' '� BC DL 10.0 PSF DRW CAUSR561 12347146 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 1 /13/2012 BC LL PLATESTTO EACH EFACEEOF TRUSS AND,ADE oF 18/UNLE55N`OTHERWISEASTIR A653 LOCATED ONNTHISE ADESIGN, POSITION GALV. STEEL.APPLY 1ROA.Z, 0.0 PSF CA-ENG TSB/CWC ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX Al OF TPII_2002 SEC.3. A SEAL ON THIS OREGON,,n ITh Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 'kV 2D,1�a TOT.LD. 42.0 PSF SEQN- 638355 Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING (5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. IA, DUR.FAC. 1.15 FROM KTC W. • SPACING 24.0" JREF- 1URZ561_Z18 ( 124594-LIEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - JD06 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) � ' 110 mph wind, 20.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located nii.n•.im..mmim•m..i•mm••mm••••• Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 :Lt Wedge 2x4 DF-L Standard(g); psf. psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Calculated vertical deflection is 0.11" due to live load and 0.27" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X load applied per IRC-09 section 301.5. = 2-5-8. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. R=193 U=80 ., 22-2-13 .. 8 3X4 III 0-3-8 __J___ 44111.1111111111......2 __I_______I___ 18-7-8 -7-0 0—�_ �, �' 0-7-8 R=83 ,� —I— 18-0-0 4X6(83)(•) III 3X4= 3X4 III (< 1 , .1<--------_______-5-10-15---------- ,1" j<---- 5-10-15 .1"13 -e------2-5-8------,-<--_____3-5-12 2-5-8 3-5-12 < 5-11-4 Over 3 Supports R=331 U=17 W=5.5" RL=134/-48 PLT TYP. Wave Design Crit: IRCC2009/TPI-2007(STD) Trus-Way Inc 360-750-1470 ••WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. AND BRACING.10.03.04 ;�-.fsi��Or 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED BY TPIV Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 2231<)ANO WTCA(MOOR TRUSS COUNCIL OF AMERICA 6300 (TRUSS PLATE INSTITUTE, 216 'OWN G I N 4.4,• /Oj TC LL OTHERWISE INDIICATED TOPNCHORD SHALL HAVE) R SAFETY PROPERLY AATTTTICES PRIOR TO ACHED STRUCTURAL THESE PANELSCHORDFUNCTIONS. SHALLUNLESS HAVEbi, ` l 25.0 PSF REF R561-- 38245 A PROPERLY ATTACHED RIGID CEILING. 1957 E TC DL 7,0 PSF DATE 12/12/12 •INIPpRTANT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS I - GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS , / BC DL 10.0 PSF IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. ' DRW CAUSR561 12347147 S CONNECTOR PLA CONFORMS SWITH ARE NODElCABLE GE 20/1R/O16GA0NS OF(W,H/SS/OK)(ASTIONAL TM A653GESIGN SPEC. BY GRADE 00/60(W,AN/HpSS)ANO GALY. STEEL. APPLYALPINE OREGON 11^ BC LL PLATES TO EACH FACE OF TRUSS OND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16TH-2, 1 ;:411113,20:4- Ah. FILO 12 0.0 PSF CA-ENG TSB/CWC [TW Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1_200z SEC.3. U SEAL ON THIS ^ �•l is* TOT.LD. 42.0 PSF DRAWING INDICATES ACCEPTANCE of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT V ZD.1J- A�, SEQN- 638358 Sacramento,CA 95828 DESIGN SHAWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE �/Q (GA DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. p�D W.N SPACING 24.0" JREF- 1URZ561_Z18 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - JDO8 ) Top chord 2x4 DF-L #1&Bet.(g) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUMITTED BY TRUSS MFR. Bot cWebs 2x4 DF-L ebs 2x4 DF-L Standard(g) 110 mph wind, 20.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Lt Wedge 2x4 DF-L Standard(g)(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 BY. (9)' psf. psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, 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. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 11 —� Om 23-6-13 8 R=61 U=30 • 0 22-2-5 3X41 R=172 U=83 W=3.25" 0 0-7-0 �/ 18-7-8 ��'_�' 0-7-8 3X4--=--- R=146 U=33 3X4= 4_18-0-0 4X6(B3)(R) III 3X4 III l<1 ' 1.<------________5-11-4--------___,,V,.<_1-9-15-->-1 — ---5-11-4 3 4 1-9-15-->-1 2-5-8 I 3-5-12 2-5-8 3-5-12 2-5-8 3-5-12 7-10-15 Over 4 Supports R=335 W=5.5" RL=177/-57 PLT TYP. Wave Design Crit: IRC2009/TPI-200447(,STD) Trus-Wayy Inc 360-750-1470 "NARNINC'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANNDFT/DLLING. SHIPPING.OO)�STALLING AND BRACING. 3901 NE 68th St.,Vancouver SVA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI ( ) 10.03,04 �:_c�N•MOP .TY:1 OR/-/1/_/_/R/_ NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22310)AN0,TCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 G114 -6"", + n Sca I e =.4375"/Ft ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING EUNLESS G N��'.701. u/O1- ENTERPRISE TC LL A OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 25.0 PSF REF PROPERLY ATTACHED RIGID CEILING. s C C R561-- 38246 "1NPORTANT•'FURNISH A COPY Be THIS DESIGN TO THE INSTALLATION CONTRACTOR ITh BUILDING COMPONENTS 1957 •` . TC DL 7.0 PSF DATE 12/12/12 - GROUP INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ��y '� BC DL DESIGNMom IN FCONFORMS WITH BE RESPONSIBLE FOR ANY FROM THIS DESIGN DESpEC.IGN;"BV"gFAILURE AND TO BUIL ALPINE 10.0 PSF NOSt 1'3DRW CAUSR561 12347128 DESIGNPLATES CONNECTOR O EACH MS WIEEOFF MADE RUSS ANDIBOUNLESSSOTHERWIS(NATIOE TED,ON"THIS DESIGN,POSITION PERV. STEEL.DRAWINGS ALPINE. T /1]20 N BC LL .42.0 PSF ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII_2002 SEG.3. HIS ^ t'OR OREGON CA-ENG TSB/CWC ITh Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT V' "IA/20,199'5TOT.LD, PSF Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILATV OFTTHE �(� S EQN- 638361 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. -r Q` DUR.FAC. 1 .1 5 Opp w,N FROM KTC SPACING 24.0" JREF- 1URZ561_Z18 „D-emetr• ( 124594-LEGEND Ht7MES PLAN ASPEN A -- WILSONVILLE, OR - JD10 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR! • Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L StaBet.(() 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 :Lt Wedge 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. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 24-10-13 R=128 U=66 8 (- _0_22-2-5 3X4 R=238 U=120 W=3.25" im . .. .. _i_ 41111111=11111 0-7-0 �� I. 0-7-8 R=146 U=36 a. 18-7-8 / r � 3X4= 3X4= 4 18-0-0 4X6(B3)(R) III 3X4 III L.E1' 1`---5-11-4 3„4 2-5-8 3-9-15 2'5-8 3-5-12 3-5-12 2-5-8 3-5-12 .<------------9-10-15 Over 4 Supports :Id R=335 W=5.5" RL=223/-66 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way,Inc 360-750-1470 "DARNING••TRUSSES REQUIRE E%TREME CARE IN FABRICATION Hq/RIG=8%(O%)N4(1) qND BRACING10.O3.04 A-Ca'•�`'ei Ct/� •TY:1 OR/-/1/-/-/R/_ 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI �+t Scale ..375"/Ft. NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)AND WFCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 G`� A�� TC LL (TRUSS PLATE INSTITUTE, LES Q OTHERWIlltk SE ENTERPRISE INDICATED DTOP NCHORD SHALL BHAVE) RPROPERLY ATTACHED STRUCTURAL SAFETY PRACTICES PRIOR TO EPANELSNANDHBOTTOMNCHORD SHALLHAVE � 25.0 PSF A PROPERLY ATTACHED RIGID CEILING. REF R561-- 38247 1957 -E y TC DL 0.0 PSF DATE 12/12471 GROUP, PORTANTHALLFURRTI BE RESPONSIIBLEHIS FOR ANYGN DEVIATION FROMTHE THISON DESIGN;CONTRACTOR. NY FAILURE TOI BUILD THEPTRU SS - IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING SHIPPING, INSTALLING d BRACING OF TRUSSES. ��'� 'I�ir BCBC DL /12 10.0 PSF DRW CQU$R561 12347145 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFSPA) AND TPI. ALPINE 111,T4 3�Z z LL PLATECTS TO PLATESDE OF AND'B/UNLLEESSWOTHERWISE ASTM 66D3ONRTHISDE 4DESIGN. POSITION GALV. STEEL. 160AYZ. EGO�N 0.0 PS F CA-ENG TSB/CWC ITW Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11_2002 SEC.3. A SEAL ON THIS py2w TOT.LD. 42.0 PSF DRAWING INDICATES ACCEPTANCE OF ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RETHE TRUSS Y OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. Py DUR.FAC. 1 .15 �'40�p W.N� FROM .KTC SPACING 24.0" JREF- 1URZ561_Z18 .iiini.m..i..............imm...m....immmnimnmmm . ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - Jp12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SU@MITTED BY,TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L StaBet.(g) 110 mph wind, 22.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6,0 :Lt Wedge 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. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 6-2-13 R=64 U=34 8 fl (�24-10-5 R=195 U=103 W=1.5" 100.00007111H: 0 22-2-5 3X4*- R=241 U=125 W_ -3.25" 0-7-0 PI.,. �- �MM� - 0-7-8 3X4= R=146 U=40 11.11111 ® 18-7-8 — --3X4=T ® 18-0-0 4X6(83)(R) III 3X4 III '>1.<------.--5-11-4-- -3-10-4 1 5-11-4 3 4 3-10-4---x.1_11-11J I, 2-5-8 3-5-12 2-5-8 3-5-12 2-5-8 3-5-12 11-10-15 Over 5 Supports >{ R=335 W=5.5" RL=270/-75 PLT Wave Design Crit: IRC200T9/oTp/PI-2007(STD) Tru TYP. Inc 360-750-1470 MARNING" iRUSSEB REQUIRE EXTREME CARE IN FABRICATION,,H A. ANO BRACING10.O3.04.lethReo 'TY:1 3901 NE 68th St.,Vancouver SVA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHEI N D.. Y TPI OR/-/1/-/-/R/- Scale =.3125"/Ft. NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22314) AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 5, �/ TC LL (TRUSS PUTS INSTITUTE. 2t8 ^^ 1., ENTERPRISE LANE, MADISON. WI 6]719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` �V I N�� 25.0 PSF OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE O REF R561-- 38248 0.PROPERLY pTTAp1EG RIGID CEILING, TC D L 1957 -E 7.0 PSF DATE 1 4y IMPORTANT4'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITS BUILDING COMPONENTS Ar IN GROUP. INC_ SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS �� BC DL 1 0.0 PSF DESIGNCONFORMS WITH PROVIR SIONSOFLING, SHIPPING.NOS (NATIONAL DESIGNLSPEC. UT OF ALPINE 1 11 't � DRW CAUSR561 12347136 CONNECTOR PLATES ARE MADE OF 2O/1O/16GA(W,H/SS/K)ASTM AHO3 GRADE/0/60(W, R/H,SS)GALV. STEEL, APPLY 1 /1 /LO 1G BC LL 0.0 PSF CA-ENG TSB/CWC PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS IGOA-Z. p n •, ANY INSPECTION OF PLATES FOLLOWED BY (I1 SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS OREGON TOT.LD. 42.0 PSF ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN20,199% „nM� SEQN- 638367 Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE J ZD' . BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. P�' DUR.FAC. 1 .15 FROM KTC 1// 0). W' �VA SPACING 24.0” Renewa 6 1 2. JREF- 1URZ561_Z18 ( 124594—LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR — JD14 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SU$MITTED BY,TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L Standa.(g) 110 mph wind, 22,89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 :Lt Wedge 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. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 27-6-13 T R=131 U=71 8 (- 74-10-5 R=262 U=143 W=1.5" 22-2-5 3X4 R=242 U=129 W=3.25" 0-7-0 •0101..�r.M•_ �MR��= 0-7-8 3X4= 18-7-8 3X4= 18-0-0 4X6(B3)(R) III 3X4 III R=146 U=43 L1 ' ----5-11-4 < 3-10-4-- - 3-11-11-->i 2-5-8 3-5-12 2_5_8 3-5-12 2-5-8 'f` 3-5-12 —1 13-10-15 Over 5 Supports :{ R=335 W=5.5" RL=320/-84 • PLT Design Crit: IRC2009/TPI-2007(STD) Tru TYP. Inc Wave0-750-1470 FT/RT=8%(0%)/4(1) 10.03.04 ✓�, %!�6ROp 3901 NE 68Th St.,Vancouver WA ■ARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, BUSH D SNIPPING, INSTALLING AND BRACING. ♦i'Y:1 DR/—/1/—/_/R/_ REFER T°SCSI (BUILDING CRPONENi SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 2le Scale =.275"/Ft. ENTERPRISESTREET. LANE. MADISON, 2,WIAL53719)IFORVA. SAFETYI4)AND PRACTIICES PRICA OR TO PERFORMINGTRUSS NTHESE FUNCTIONS. UNLESS G I NIt- ♦ ID TC LL OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE NA .1 25.0 PSF REF R561-- 38249 A PROPERLY ATTACHED RIGID CEILING. 19S 7 E', y TC D L 7.0 PSF DATE 12/12/12 "IMPORTANT•.FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITV BUILDING COMPONENTS — NEM IN GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS + BC DL 10.0 PSF DRW CAUSR561 12347143 DESIGNCONFORMS WITH OFLNOS (NATIONAL DESIGNLLING SPEC,6BYRAF6PA)OANDTRUSSES. TPI. ALPINE ltkCONNECTOR PLATES ARE MAGE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/M,SS)CALV. STEEL. APPLY 1 /13/2012 OREGON BC LL 0.0 PSF CA-ENG TSB/CWC ANYT INSPECTION OFCPLATES E OF RFOLLOWED BYUSS AND. N(')SSHALL BESPER E OANNEX Al OFATED ON I TPII1S S2002 SECIGN, I3. PER OA SEAL SON6THIS /'� '4IA4 0 i0# I11i Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT V TOT.LD, 42.0 PSF S EQN- 638370 RESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. qR �P`' DUR.FAC. 1 .15 FROM KTC O�pW. N Sacramento,CA 95828 SPACING 24.0" JREF- 1URZ561_Z18 `( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - SJO2 ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.() Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located :Lt Wedge 2x4 DF-L Standard()): anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 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. BDeflection meets L/240 live and L/180 total load. Creep increase factor loadoadom chordliechecked IRC-099r section10.00 psf0 non-concurrent bottom chord live for dead load is 2.00. applied per 301.5. Unbalanced snow loads have not been considered. 1 8 R=44 U=21 E 19-6-13 1-10-5 0-7-0 P11111111 6 0-3-8 Mai I R=33 " 18-0-0 v loom�� 4X6(B3)(R) III L_-1-0-0 >�< 1-10-15 0-1-13 1.. -1-11-4 Over 3 Supports - R=171 U=19 W=5.5" RL=53/-29 PLT TYP, Wave Design Crit: IRC2009/TPI-2007(STD) '..- Trus-Way Inc 360-750-1470 FT/RT=8%(0%)/4(1) 10,03,04. iti`s �W�, QTY:7 OR/-/1/-/_/R/_ 3901 NE 68th St.,Vancouver WA •"NARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 -/� Scale =1"/Ft. NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)AND WFCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ��• �v TC LL 25.0 PSF OTHERWISEE INDICATED DE. DTOPNCHORD SHALL, WI 9HAVE) RPROPERLYSAFETY PATTTACHED STRUCTURALTICES PRIOR TO EPANELSNANDHBOTTOMNCHORD SHALLHAVE ■A,� REF R561-- 38253 A PROPERLY ATTACHED RIGID CEILING. `� �G IIM A, /O 7.0 PSF 1957 •E TC DL DATE 12/12/12 .'IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS LESS , BC D L 1 0.0 PSF ALPINE NO CONFORMANCE WITH T BE TPI( ORSPONSIBLE FOR ANY DEVIATION FABRICATING, HANDLING. SHIPPING.THIS DESIGN: &BRACING OF TRUSSES. THE TRUSS DRW CAUSR561 12347144 mow DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE '� BC LL CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM ABS]GRAVE 40/60(W, K/H,SS) GALV. STEEL.APPLY 1 /13/2012 _ 0.0 PSF CA-ENG TSB/CWC PANY LATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. OREGON TOT.LD. ITW Building Components Group,Inc. BE PER ORAWINGPI NDICATES ECTION OF PACCEPTANCELATES OFOPROFESSIONALLENGI NEERINGERESPONSIBILITY 0SOLELY]FDO THE TRUSSCOMPONENi 42.0 PSF S EQN- 638318 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 441.. 21],, (�� DUR.FAC. 1 .15 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. • 1"- FROM KTC R16u)0 0 4" SPACING 24.0" JREF- 1URZ561_Z18 Renewal 6/30/2013 ( 124594-LEGEND HOMES PLAN ASPEN A -- WILSONVILLE, OR - SJO4 ) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.55 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. psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, 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. Unbalanced snow loads have not been considered. 1 b 0-4-3 �, 20-10-13 -- R=102 U=48 3-2-5 If 0-7-0 ,, R=55 U=19 \% 18-0-0 4X6(83)(R) III 1<--1-0-0-->L-----1-11-4 c 2-1-3 �) 3-10-15 Over 3 Supports >I R=210 U=10 W=5.5" RL=92/-38 PLT Wave Design Crit: IRC2009/TPI-2007(STD) Tru TYP.yInc 360-750-1470 ■ARMING•• TRUSSES REQUIRE E%TREME CARE IN FABRICATION FT/RT=8g%D(OD%D)/4(1) A�BRACING.10.03.04.�;DATENDFk. •TY:7 OR/-/1/-/-/R/_ 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMACATIO PUBLISHED 8Y TPI ( Scale =.75"/Ft. NORTH LEE STREET, SUITE 312, ALEXANDRIA, Vq, 22314)AND WTCA(WOOD TRUSS COUNCIL POFTEOMERICAUTE 6300 ^ ��En� ENTERPRISEILAICATED TOPE. MADISON. CHORDSHALLBHgFOR VE PSAFETY ERLYPRACTICES D PRIOR STRUCTRALPERFORMING THESE FUNCTIONSSHALLUNLESS `� N^ ��♦ V'O TC LL 25.0 PSF REF R56 1-- 3 8 2 5 4 A PROPERLY ATACHED RIGID CEILING. 1 95 7 -E y TC DL 7.0 PSF DATE 12/12/12 ••IMPORTANT'•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITO BUILDING COMPONENTS Cr r - 1111.= IN GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS t�#^� t^�/ T BC DL 10.0 PSF DRW CAUSR561 12347130 DESIGNCONFORMS WITH (NATIONAL DESIGNLLING SPEC, OF ALPINE 1 /13/''012 CONNECTOR PLATES ARE MAGE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 90/60(W, K/H,SS)GALV. STEEL. APPLY ,. BC LL 0.0 PSF CA-ENG TSB/CWC * ANYT INSPECTION OFCE OF PLATES TRUSS FOLLOWED BY UNLESS. SHHALL BESE PEROANNEX A3 OFATED ON IS TPI1-2002 SEC13.0N PER DRAWINGS ON6THIS OREGON ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 'i TOT.LD. 42.0 PSF SEQN- 638322 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 7 20'1 �' DUR.FAC.. 1 .1 5 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. FROM KTC �OLo W'K�Q SPACING 24.0" JREF- 1URZ561 Z18 __Renewal by3lT/2DT3