Loading...
Plans (17) 4 M /licsT--)--(>i2 - UU,?R5. == 1 /t '5 s w 4}(,'/14�v✓G =1 o�MaNa 16'6" 14'6" Z17 ,7-'55e RECEIVED i > 906, c\J' v N, vc�, I Vb V 2 • 2012 4 6 Si I O 0 I Si O I . m 9 I I - 2' 1 o I JAO Ira I CITYOF ARD 6)a' 8; 01 0' 2 0l Nebo, - I ,, ARD m' i :2=0,410 - _- � I DINGD ISION =rE SJo2 ,9 N - SJ0 _ - SJo4—II 'YS D 01111k 11 II III It I I T12 r= DRAG STRb 2500# SHEAR -- T11 __= I = COFFER T P 09 T08 = _ Er) 0co Eo Eo co fill ,:/- _ s T06 =_ ._JBAaST_ LT 250E . R 04 o`8 90 v T03 e' T -== = === T02 DRAIIST' . I I: . -: T13 T01 co II II II a II II 1= SYS C •JC. II II SJOe SJO4c) II II II SJO4 U - — O CNI u SYS A •Jc2 SYS B °_SJ02 SJ02 e �'I J304(QTY=2) Q 4 = eI 1,___ Al I I� I CO 1 I. 0 0 0 0 ` �O M Qo -17(QTY=7) 06' M I w gm O z = nn Qa c o 12' D.—. 7'9" 11'3" i wQmmll l W<w d 0 0 ® 31' _iaa_Ozz E LB5EE 22 oro . Nrf �i0 V— N N N LEGEND HOMES ° CO W W PLAN ASPEN B JOB NO: 4 8/12 PITCH 124323 1 '-0 0/HS LOADING 42# PAGE NO: 1 OF 1 F4 x .ak 3 C 't 3 —a.._,.. 39' lir 06 0 ,, > c) .. or I co co II . II IDJ I cf, co '--' 1, [.11 1 i - II - ( 1 PAC2_ JB J.2 co DJ IR(4 C,r) C I AM 04 -< --4 ::: -I -.,. N.) --.. JBCC Cn c_n CI) 1 ,06. (4.j. U.) . .< J BO= I ` 0 Cn _.... 4, I .. ,, It•I I .m7 Iii c.,5 JE3t).-: II D IIo H 1 I ,rr- JO u 0,,,,,, J12 II 1 I I 1 O -ozrn ,1 4 & 1 II 1 I II .11141(11akEll" , _ -.......,, co 6 .CLC (j) II ii I I' .41111.1IMMIMMIElini r II 110 I 1 I J 4 I -13 I /3 .1'4 Itl II II H-13 H rtli— —II— —r —411 — —1 HI > 0 I i 4 iv r;1 0 .c c II ii Ho cr, _, pi I III it .--... 1 14 i A N2 II II CD Cr Cll . 1 Iii ll.1 11 Il III MB (4, ; I .--__, I III w 1 -,F -; CD J)4 IL-j 0, , TI)7(k..FY-3. 0 III 0 [(y.-: a) 7, W - ik IF -4 • -cl c›. --.71r-ri-ri IIIIIIIIIIIt 11111:1111_ -< > I / ---=-1 _.....1_14 PY2 I INIIMIIIIMIIIIIIIMIll MIMI IlllIII13111111, — I 1 -3' I? 1.1111111111111.11MI I 1 1 1 1.111111111.1.1111111110111L 38' d r . 43' — -o Customer:LEGEND HOMES — C_ (360)750-1470 Vancouver 0 > N3 0 Owner:PLAN ASPEN B 31 0 4, co ' .. „ (503)285-2616 Portland Plan:ASPEN B is, Z 1-8TT.TRUSWAY Toll Free Z c'' 0 Salesman:Greg Martin TRUS-WAY- P Elevation:<Not Found> servie a.auty tmegr,ty 3901 NE 60th Street "The Builders Choice" Va"""er'WA 88)31 Elevation:<Not Found> (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - TOl) 11 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.25 ft mean hgt, ASCE 7-05, CLOSED bldg, Located li Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC OL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g): Connectors ingreen lumber designedusing Bottom chord checked for 10.00 psf non-concurrent bottom chord live (g) NDS/TPI reduction factors, load applied per IRC-09 section 301.5. Special loads Calculated vertical deflection is 0.02" due to live load and 0.09" due (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) to total load at X = 8-11-8. TC- From 67 plf at -1.00 to 67 plf at 6.00 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 67 plf at 6.00 to 67 plf at 12.00 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 10.00 BC- From 20 plf at 10.00 to 20 plf at 12.00 TC- 691.00 lb Conc. Load at 6.00 4X4 BC- 95.80 lb Conc. Load at 1.87,10.10 BC- 102.75 Ib Conc. Load at 4.00, 8.00 BC- 120.00 Ib Conc. Load at 5.94 �, 1 Wind loads and reactions based on MWFRS. 8 ih I8 4-7-0 i 0-7-0 �/ momb 0MI ME ..11 -7-0 1 W11-27_411 5X6= 4X6(B3)(R) III 4X6(B3)(') III L 1 ' > f 6-0-0 >I< 6-0-0 L- 6-0-0 J. 6-0-0 J I< 12-0-0 Over 2 Supports >I R=1156 U=255 W=5.5" R=1081 U=226 Design Crit: IRC2009/TPI-2007(STD) 0) P1104. PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 9%," piN. 6 TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ""rARNINC" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING- f�,,/� 3901 NE 68h St.,Vancouver WA NORTH LEE STREET(BSUIIEN312ONALEXANDRIAE VAINZZRMAA'IOA . CA(WDODD-IT COUNCIL POFrEAMERICgUTE. 6300 / ��4 6 TC LL 25.0 PSF REF R561-- 16533 ENTERPRISE LANE. MADISON, WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ,J -- w� U TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 1.}.....6=-,R A PROPERLY ATTACHED RIGID CEILING. s li '"IMPORTANT' FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Oryt�E-G�n )� 3 BC DL 10.0 PSF DRW CAUSR561 12325121 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS VITT Ut�N my ALPINE I IN DESIGNFORMANCE CONF RMSWITH WITHTAPPLIR CABLE PROVISIONSAOFLNOS(NATION DESIGNLLING SPEC.ABYRACING AF&PA)OANDRTPI. ALPINE '�s�/��` W egg�Q BOT C LLD. 4L 02.0 PSF CA-ENG TSB/CWC PLACONTECTID EACHEFACEEOFNATRIISS ONOE OF ,6/ONLESSWOTHERWISEALOCASTM TEDIONIITHIS DE 0/60(I. POSITION PCRYDRAWINGS 160AYZ. IM S EQN- 638401 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPII-20D2 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DESIIINGSINDNCATESTHACEECTABIEITY PPROFESSIONAL ENGINEERING RFORONSI BUI DING LELTHFORESPDNSHBILITQYNOFNENTFXP -12-31-1:i DUR.FAC. 1 1 5 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/IP! i SEC. 2. I1i2ni2012 SPACING 24.0" JREF- 1URC561_Z16 (124323-LEGEND HUES PLAN ASPEN B -- WILSONVILLE, OR - TO2) T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMNJSIONs) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQU I RED 1 2 Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) :W2, W4, W6 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Connectors ingreen lumber designedusing Top Chord: 1 Row @ 7.0011 o.c. (g) NDS/TPI reduction factors. Bot Chord: 1 Row @ 9.75" o.c. Webs : 1 Row @ 4" o.c. Special loads Use equal spacing between rows and stagger nails (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) in each row to avoid splitting. TC- From 67 plf at -1.00 to 67 plf at 5.98 Truss transfers a maximum horizontal load of TC- From 134 plf at 5.98 to 134 plf at 11.99 2500 # ( 80.66 plf ) along top chord, from either, TC- From 69 plf at 11.99 to 69 plf at 12.02 direction to supports where indicated. Diaphragm and TC- From 2 plf at 12.02 to 2 plf at 19.00 connections are to be designed by Engineer of Record. IC- From 69 plf at 19.00 to 69 plf at 19.07 Drag Loads: Force(#) (PLF ) Mbr Start End TC- From 134 plf at 19.07 to 134 plf at 25.09 Case 1: 2500 80.66 TC 0.00 31.00 TC- From 67 plf at 25.09 to 67 plf at 32.00 2500 BC 0.00 BC- From 20 plf at 0.00 to 20 plf at 12.06 BC- From 10 plf at 12.06 to 10 plf at 19.69 110 mph wind, 20.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 20 plf at 19.69 to 20 plf at 31.00 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- 362.00 lb Conc. Load at 5.94,25.06 psf. TC- 176.10 lb Conc. Load at 12.06 TC- 307.99 lb Conc. Load at 14.00,15.50,17.00,19.00 Wind loads and reactions based on MWFRS. BC- 1009.62 lb Conc. Load at 12.06 BC- 110.78 lb Conc. Load at 14.00,15.50,17.00,19.06 Calculated vertical deflection is 0.19" due to live load and 0.45" due BC- 1192.99 lb Conc. Load at 19.69 to total load at X = 18-10-4. Deflection meets L/240 live In lieu of structural panels use purlins to brace all flat TC @ 24" and L/180 total load. Creep 10X141% increase factor for dead load 3X4= 4X6= 2X4111 OC. is 2.00. 1110,1 r ► 10X14 , 7- 1 ' T2 = n 8 8 r 7iuiuipiP-s 0-7-0 4-6-5 W6 \ 070 T 4 - I f I D1114k (I) 18-0-13 5X6 Bi _ 2X4 III 4X8= H0514= 6X10= 2X4111 ( ) 5X6(63) L1 .J 5-10-15 =1t. 6-2-13 6-8-8 6-2-14 3'14 5-7-0 L11J 5-5-4 1 6-8-8 6-8-8 6-6-12 5-7-0 L_ 5-10-15 19-6-0 ,I. 5-7-0 J E 31-0-0 Over 2 Supports >1 R=3862 U=652 W=5.5" R=4018 U=679 W=5.5" RL=2500/-2500 Design Crit: IRC2009/TPI-2007(STD) c t1PROpto, PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.91 �r1 Trus-Wa Inc 360-750-1470 E,, i' P�',r'$B V:,,. OR/-/1/-/ /R/- Scale =.225"/Ft. y "NARNI NC"" TRUSSES REQUIRE EXTREME CPR IN FABRICATION. HANDLING. SNIPPING, INSTALLING AND BRACING. � `. 3901 NE 68th St.,Vancouver WA NORTH LEE STREETE ER TO SCSI .BSUITEN312. AG LEXANDRIA,NDRIA, VA, 223NENT SAFETY 31144)IAND W CA(WOOD BYON) PUBLISHED TPI COUNCIL S POFTEAMERICAUTE. 6300 2 CZ f 46 5 9 TC LL 25.0 PSF REF R561-- 16534 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS y/'/ . .. -4 L OTHERWISE INDICATED TOP CHORD SHALL HOVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �`-",_. TC D L 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. �p.�,./++("�jt� ( BC ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTSGRgy,.4���bY,e ,A 411EG�" DL 10.0 PSF DRW CAUSR561 12325122 - ALPINE 1 INOCONFORMANCUP, INC. EAWITLL HOTPI, ORT BE S FABRICATING. HANDLING, SHIPPONSIBLE FOR ANY DEVIATION PINNG TINSTALLING AHIS DESIGN, AB BRACING OF TRUSSESNY FAILURE TO O THE TRUSS 4-,r4 N<EC 1'\gn`3 R BC LL 0.0 PSF CA-ENG TSB/CWC .191 CONNECTORESIGN NPLATESS WITH ARE MADEAPPLICABLE 20/18//16GAPROVISIONS (W.H/SSNDS /K)(ASTM A653TIONAL DESIGN GRADE 40/60 1W,gK//H.SS)AND GALT. STEEL. APPLYALPINE "'444.. .��‹ppp11. � �� TOT.LD. 42.0 PS F PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. �3S EQN- 638476 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN _ , 'i i 3 OUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY OND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/171 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 T r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323—I!EGEND HgUMES PLAN ASPEN B -- WILSONVILLE, OR — T03) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.89 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) :W2, W4, W6 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 0.13" due to live load and 0.34" 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 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. In lieu of structural panels use purlins to brace all flat TC e 24" OC. H0912 4/1°. H0912�� 3X4= 4X6= 2X4111 lir- T2 . CX] G 8 1--- T3 W2 W4 g 5-10-5 0-7-0 \ 6 h T c%l : I I I p ,, a9 18-0-0 4X6(B2)(R) III 2X4 III 4X6= H0308= 5X8= 2X4 III 4X6(B2)(R) III L1 'J I-1 'J L 5-5-4 6-8-8 6-8-8 >I< 6-3-0 3�� 5-7-0 F.--' 5'S-4 6 8-8 6-8-8 6 6-12 5-7-0 L 7-10-15 J_ 17-6-0 -I_ 5-7-0 J FE 31-0-0 Over 2 Supports R=1413 U=237 W=5.5" R=1412 U=237 W=5.5" R1-=158/-158 Design Crit: IRC2009/TPI-2007(STD) 0\tp PROpe PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10.03. ikrAJO'.1i-=-4,; " :1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. (Ca' 'I 6 y !!tTC LL 25.0 PS F 3901 NE 68th SL,Vancouver WA REFER TO BCSI (BUILDING SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, ( ;� P REF R561-- 16535 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AM)WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 i -•" /' F ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS L___75.'-';'5,,, t TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING, „sy ORE ON g t (Z,4.-. r BC DL 10.0 PSF DRW CAUSR561 12325123 '.INPaNTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 6� f,d GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS '�' '@F `0,ik'4�r ' BC LL 0.0 PSF CA-ENG TSB/CWC mow ALPINE —1 IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. / ' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE gA$�T $� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY .., ,4$$;.C'$ . TOT.LD. 42.0 PSF S EQN- 638491 PLATES TD EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. .__... ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ' ITW Building Components Group,Inc. RESIIGNGSHOWNCATESTHECSUITABILITY PArUESEIOFATHISS COMPONENTRFOROANT BUILDINGOISLTHEORESPONSIBILITYMOFNTHE i DU R,FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSITTPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC 5 6 1 Z 1 6 11/20/2012 - (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T04) -, T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) S13BMI TIED BY TRUSS MFR. Top chord 2x4 DF-L #'I&Bet.(g) :T2, T5 1.5"x5.625" DF-L SS(g): Truss transfers a maximum horizontal load of Bot chord 2x4 DF-L #'I&Bet.(g) 2500 # ( 80.79 plf ) along top chord, from either, " Webs 2x4 DF-L Standard(g) :W2, W5, W9 2x4 DF-L #1&Bet.(g): direction to supports where indicated. Diaphragm and :Lt Wedge 2x6g DF-L SS(g)::Rt Wedge 2x6g DF-L SS(g): connections are to be designed by Engineer of Record. Connectors ingreen lumber designedusing Drag Loads: Force(#) (PLF) Mbr Start End (g) NDS/TPI reduction factors. Case 1: 2500 80.79 TC 0.00 31.00 2500 BC 0.00 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.16" due to live load and 0.35" 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 Pg=25.00 psf, Ct=1.10, factor for dead load is 2.00. Ce=1.00, CAT II & Pf=19.25 psf. 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 Building designer is responsible for conventional framing. flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun (*) Laterally brace TC below filler with purlins at 24" OC. nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. 3X4% Support hip rafter with cripples at 5-7-14 OC. 3X5--• 3X4' 8X10% a m ` NX1o �� 3X4= 4X6= v1 n 81;11111111r r T2 (*) D T5 (H) g 7-2-5 W5 0-7-0 W9 0-7-0 I I I 0 _� 18-0 5X6(1312R) 4- 3X6= H0308= 5X8= \ 5X6(B12R) L1 ,J L1 ,J < 5-5-4 �4 4-5-11 _f3 2 13 1 8I_ 4-3-8 1 1>,2-6-14. 3„11 5-5-4 >< _lI_ 3-8-2 _,< 5-7-0 6-8-8 6-8-8 6-6-12 5-7-0 9-10-15 ,I, 5-7-1 ,I, 9-11-0 ,I_ 5-7-0 ,1 E 31-0-0 Over 2 Supports '1 R=1902 U=359 W=5.5" R=1902 U=359 W=5.5" RL.=2500/-2500 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) t . PRpc�s PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10.03. e,01.4 i': :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. 3901 NE 68th St.,Vancouver WA REFER TOLEEBSTREET(BSUITEN312 PONENTALEKANDRIA,SAFE VA,Y IN223RMq;ION) ATCAB(WOODD TRUSSI COUNCIL OF PLATEgINSTITUTE. 6300 /447 Q . 41,a14659 �6 g TC LL 25.0 PSF REF R561-- 1 65 3 6 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �I i/!j � � TC OTHERWISE INDICATED TOP CORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,. DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. p .. } ..-.`-."^'e'er.•- t OREGON = BC DL 10.0 PSF DRW CAUSR561 12325124 •IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS (•tel- :, mow GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS y ., 4Nk'C 1,' e.)iP e4". BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE 1 IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING P.BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 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,m40-',` TOT.LD. 42.0 PSF S EQN- 638474 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (.)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS ITW Building Components GrHUI1.lAC.. DESIGNSHOWryCATESTOECSUITABILITV PAND USEIDFATHISGCOMPONENTRFUROANT BUILDINGOISLTHE RESPONSIBILITY OF"THE EXF. 12-31-1.'3 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 216 l 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T05) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.22 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) :W2, W5, W7 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. Calculated horizontal deflection is 0.09" due to live load and 0.17" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load due to dead load. applied_per IRC-09 section 301.5. Calculated vertical deflection is 0.12" due to live load and 0.34" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 12-0-0. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, In lieu of structural panels use purlins to brace all flat TC @ 24" OC. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. H0912 H0912 3X4= 4X6= 9 8-6-5 r 8 / T2 W {}:13010.°1° ,W2 W5 0-7-0 _L0-7-0 8 C T 1 W 18-0-0 4X6(62)(R) III 4X6= H0308= 5X8= 4X6(82)(R) III L1 '.1 1L1'.1 11-10-15 5-5-4 >I< 4-1-9 _I_ 2-4-1 '..--1- J 6-11-5 2-6-14 ,6I_ 3 8 2 31j1 5-7-0 J 5-5-4 6-5-11j- 2-4-1 5-11 �r 6-11-5 'I` -6-12 -I` L. 5-7-0 �I, 13-6-0 ,I, 5-7-0 J r 31-0-0 Over 2 Supports R=1469 U=242 W=5.5" R=1439 U=271 W=5.5" RI-=389/-485 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) , ,C? PROp . " PLT TYP, 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.: 'Ei._ / TY:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Tms-Wayy Inc 360-750-1470 **WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �^ Alk W y� * TC LL 25.0 PS F 3901 NE 68th St.,Vancouver WA REFER TO BCSI NORTH LEE STREET(BSUITEWG COMPONENT 312 ALEXANDRIA, VATY 1N223<)IAND M CAPUBLISHED BYgRU55TPI COUNCIL PLATE AMERICAINSTITUTE. 6218 300 14659 F yP REF R561-- 16537 ENTERPRISE LANE. MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��f�ssss, mss^" TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE _.3: ^- :+ V A PROPERLY ATTACHED RIGID CEILING. S n�+ -'I,J "IMPORTANT"EARNISH A COPY OF THIS OESI GN TO THE INSTILLATION CONTRACTOR. ITW BUILDING COMPONENTS alle 3F'iEV0N BC DL 10.0 PSF DRW CAUSR561 12325125 `ted GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS t ALPINE = ESIGNFCONFORMSWWITHTAPPLICABLERPROVISIIONSS OFLNDS IO (NATNALESI DGNLSPEC.ADVRAFh U)OAND TPPIES. ALPINE 49/ ' 7 �q� �' BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/l8/l6GA(W.H/SS/K)ASTM ASS3 GRADE 40/60 (W, K/H,SS)GALV. STEEL. APPLY FTitt °'/ 0y TOT.LD. 42.0 PSF S EQN- 6384 95 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3. A SEAL ON THIS C ' DU R.FAC. 1 .15 FROM KTCITW Building Components Group,IOC. GGSHWNATESTHCUITABLITY ANEOAHSGCMPONWOOBDNGSLTONLWE ExP. -1.2-:3-i-'Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI , SEG. 2. SPACING 24.0" J RE F- 1 URC5 6 1_Z 1 6 11/20/7017 + THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND H©MES PLAN ASPEN B -- WILSONVILLE, OR - T06a Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.89 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. :W2, W5, W6, W7, W9 2x4 DF-L #1&Bet.(g): :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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.11" 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 = 12-0-0. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Use this design for common hip trusses @ 24.0" OC. Extend sloping TC Ce=1.00, CAT II & Pf==19.25 psf. of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 Building designer is responsible for conventional framing. lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun * 3X4 i 3X4 nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. ( ) Laterally brace TC below filler with purlins at 24" OC. Support hip rafter with cripples at 5-7-14 OC. 9 .� T ' \N W6 W7 H09120 H0912 3X4 B O 4X6= $ 8 9-10-5 T2 (*) • D T4 (H) —1 W2 W5 0-7-0 W9 0-7-0 j_ 0 [_,V________±.±1 .6. 0 18- -0 11 T 5X6(63)(R) III 4X6= H0308= 5X8= 5X6(83)(R) III L1 ,J L1 .J 5-5-4 y� 4-1-9 _I_2-6-14.,�6 1J_ 3-6-12 `1-6-14 2-6-14� 3-8-2 3"11 5-7-0 5-5-4 6-8-8 T� 6-8-8 '1� 6-6-12 'I 5-7-0 >1 I, 13-8-10 0-2457-1 11-sasz-s 8-3-15 _I, 5-7-0 -J E" 31-0-0 Over 2 Supports R=1716 U=357 W=5.5" R=1715 U=357 W=5.5" RL=674/-667 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) � pRQ�ica PLT TYPyy. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03. 4 } Safi j TY:1 (OAR/-/1/-/-/R/- Scale =.225"/Ft. •3 OTTI NE 68th St.,Vancouver VA NGRREFTHRN E70FOEBSTREET(BUILDINTRUSSES 312COMPONENT ALEXANDRIA,FE Y INFORMATION)ND NTPUBLISHE BRUSSIRE EXTREME CARE IN FABRICATION. HANDLING. PC(TRUSS PLATE INSTITUTE PING. NSTITU E, 2 600 y TC LL AND BRACING. 25.0 0 PSF SUITE OFLv i46hg REF R561 16538 ENTERPRISE LANE. MADISON,WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �'_,1%'F TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE !ef A PROPERLY ATTACHED RIGID CEILING. [ AEaN F BC DL 10.0 PSF DRW CAUSR561 12325129 ..IM MBWEESMT'•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS _ Emir GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THEM CHOR4 6. ,(� �' +��� >.� BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. i DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE 5' CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A6S3 GRADE 40/60 (W. K/H.55) GALV. STEEL. APPLY �V �A}S��T�� TOT.LD. 42.0 PSF SE PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 'f'�ie §E ^„i`k SEQN- 638511 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN DU R.FAC. 1 .15 F ROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE C):P 12-31-13 2-3.{-13 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 URC561 Z16 11/20/2012 3 T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SI/BMITTED BY TRUSS MFR. (124323-LWEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T07) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23.42 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) :W2, W3 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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.14" due to live load and 0.43" due to total load at X = 25-9-10. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf==19.25 psf. 6X6 ith 5X6W3 % 5X6' A4 10-11-0 W2 8F- -1 8 0-7-01\\111 / 0- -0 i T i ii �!\ 18-0-0 4X6(B2)(R) III 5X6= 5X6= 4X6(B2)(R) III 1.1'J L1 ,J le 7-9-8 I- 7-8-8 J 7-8-8 I' I 10-4-6 I_ _L, 10-4-67-9 8 10-3-5 L 15-6-0 ,j_ 15-6-0 J 31-0-0 Over 2 Supports ='I R=1412 U=275 W=5.5" R=1412 U=275 W=5.5" RI-=285/-285 Design Crit: IRC2009/TPI-2007(STD) .V PRD4 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 4,11. 6i LS i'Y:3 OR/-/1/-/-/R/- Scale =,25"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING.. TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING INSTALLING AND BRACING. 4`O,� 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET<BSUITEN3/2oNALEXANDRIAE VAIN223B19)IAND NTCAB(WOODD TRUST COUNCIL POFrEAZ:T, TE, 6300 {{ Yr 46 5 7, r$� TC LL 25.0 PSF REF R561-- 16539 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS / . 1 TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ' -^ A PROPERLY ATTACHED RIGID CEILING. H ...^ rr..- ,55 t�; "•IMPORTANT• MOON •FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS YT1 00N d` 't BC DL 10.0 PSF DRW CAUSR561 12325130 mow ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 4y.a 4* _ g q;'''/ DESIGNIN FORMANCE CONFORMSWITH WITHTAPPLNICABLERPROVISIONSSAOFLING, SHIPPING,NOS (NATIONAL DESIGNLLING SPEC.&BYNACING AF&PA)OANDBUSSES.TPU. ALPINE ' SBA� - t, ,g O }' BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/%)ASTM A653 GRADE 40/60(W. %/H.SS)GALV. STEEL. APPLY 44]] ,/98 w C [:�.�I# TOT.LD. 42.0 PSF SEQN- 638439 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. r41 T5 �gaW" ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING SLOPONSIBI LI V SOLELY FOR THE TRUSS COMPONENT ,j 12-31-1'2. Sacramento,CA 95828Gro DESIGN SHOWN. TME SUI iAeILITY AND USE OF THIS COMPONEN FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. - 11/20/2012 SPACING 24.0" J RE F- 1 URC5 6 1 7 1 6 f 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SWBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T08) Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.89 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. :W2, W5, W6, W7, W9 2x4 DF-L #1&Bet.(g): :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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.11" 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 = 12-0-0. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Use this design for common hip trusses @ 24.0" OC. Extend sloping TC Ce=1.00, CAT II & Pf=19.25 psf. of truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 Building designer is responsible for conventional framing. lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun 3X4% nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. 3X4 (0) Laterally brace TC below filler with purlins at 24" OC. Support hip rafter with cripples at 5-7-14 OC. 0 q i W6 W7 H0912 H0912 3X4 4X6--- 9-10-5 s 1— a ::I: ° / 18 T2 (0) II T4 (0) W2 W5 0-7-0 W9 0-7-0 T 14" B 1 W \\ T + 18,0-0 5X6(B3)(R) III 4X6= HO308= 5X8= 5X6(B3)(R) III Li ,J Li ,J 5-5-4 5-5-4 >I< 4-1-9 _i_2-6-14 1-6-14 1-6-14 3"11 6-8-8 �� ,I 6-8-8 1 +2-6-14_1_6-6-12 3-8-2 5_7_00 L- 13-8-10 0-24S7-1 I -sasz-s 8-3 15 >1 x ,I, 5-7-0 J I- 31-0-0 Over 2 Supports R=1716 U=357 W=5.5" R=1715 U=357 W=5.5" RL.=674/-667 Note: All Plates Are 2X4 Except As Shown. Design Crit: I RC2009/TPI-2007(STD) vgVTT PR0A76:s PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10.03. 4:-. 01.0 ,-' , Y:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,Inc 360-750-1470 •"MARNING"• TRUSSES RESUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. j� /-y--14650` �'+4� TCO LL 25.0 0 PSF 3901 NE 68th SL,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA,N2233114)IAND WEEDB(WOOD TRUSS 1 COUNCIL POFTEAMERICA, 6300 e _ REF R561-- 16540 ENTERPRISE LANE,MADISON. WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I /' 5;' :: p- TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE -? A PROPERLY ATTACHED RIGID CEILING. .+^ .1BC DL 10.0 PSF DRW CAUSR561 12325132 "•IMPORTANT",..ISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS c,,1A OREGON ,4 GRimir ALPINE 1 INOCONFORMANCEAWITLL HOTPI: ORT BE BRICATING, HANDLING. SHNSIBLE FDR ANY IIPPING,OM TINSTALLING AHIS DESIGN, A RACINGNY UOF TRUSSES.RE TO BUILD THE TRUSS �jg 4'4'.C,. Nf p'‘P�� 6 BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE •�`�`��Y 'd,T�[�# ��jjpy� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 00/60(W. K/H,SS)GALA. STEEL. APPLY fro 1.1I4f�TY 53" TOT,LD. 42.0 PSF SEAN- 638514 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BV(i)SHALL BE PER ANNE%A3 OF TP11-2002 SEES. A SEAL ON THIS ITNV Building Components Group,Inc. OESIIGNGS1OWNCATESTHECSUPITABILITY ANDFUSEIOFATHISGCOMPON NTRFOROANYBBUILDINGOIOEO SLTRESPONSIBILITv OFNTHE E:,(j=-. ") DU R.FAC. 1 .15 F ROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 T r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMLNSIONS) SSBMITTED BY TRUSS MFR. (124323-I"_EGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T09) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): (++) - This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) :B1 1.5"x5.625" DF-L SS(g): Webs 2x4 DF-L Standard(g) :W9, M2 2x4 DF-L #1&Bet.(g): (**)plate(s) require special positioning. Refer to scaled plate plot :W11 2x8 DF-L SS: details for special positioning requirements. Filler 2x4 DF-L #1&Bet.(g) :Rt Wedge 2x6g DF-L SS(g): 110 mph wind, 22.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace 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 Calculated vertical deflection is 0.16" due to five load and 0.46" due applied per IRC-09 section 301.5. to total load at X = 14-9-12. 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. 2X4111 2X4 Ill 3X6 III 3X6 III 8 I- 3X8 4X6= 4X6o� 3X12=.41111111112X4111 6X8= 5X8= ■ • • MI, 4 865 3X4� -- ... ... —18 5X6(F2) !. 5X6(612R) o� 0-7-0 ' 0-7-8 �ii1.111 T " midi. A - 111;11— 5M2 5X8= 2X4 III 1- �a�l9 ° - m al- 18-0-0 10—3X4s="- H0514(**) = 8X14----- H1319= 2X4 I11 4X6= 1_0-0 3X5(**)(++) III 2X4111 0-6-5_.�143 1 2-10-0 4-1-9 6"11 4-8-3 -,11-7-11,-‹2 -8 4-7-11 �� 3-11-13 5-7-0 V 2-5-8 � 2-11-12 1 4-8-5 ` 'I< 4-6-7 -1-9-4 4-7-11 4-5-13 5-5-4 11-10-15 -2-5-8-I- 12-2-8 —I_ -I_ 13-6-1 J_ 5-7-0 16-4-0 31-0-0 Over 2 Supports R=1476 U=257 W=5.5" R=1434 U=254 W=5.5" RI_=223/-223 Design Crit: IRC2009/TPI-2007(STD) . .'i) PRO `�c PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03..e,- '4\3-..--0,4t,"-A Y:1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360-750-1470 REMFARTO NINBCSI TRUSSESREQUIRE II RE EXTREME COMPONENT SAFETY IN INFORMAT INFORMATION) PIHBL�SHED BY TPSHIPPING. (RUSSINSTALLING AND INSTITUTE. 2 8 A '9' REF R561-- 16541 3901 NE 68th St.,Vancouver WA NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)ANO WJCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 , 1 "b�R. f,_ TC LL 25.0 PSF E. OTHERWENTERPISE INDIICATEDDTOP NCHORD SHALL 9HAVE) RPROPERLY ATTACHED STRUCTURAL SAFETY PRACTICES PRIOR TO EPANELS AND RFORMING HBOTTOM ESE NCHORDSSHALLNHAVE },— '--% TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. ( !}fig--[n„�-(t Y BC *.IMPORTANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS 131 V[}�SO it-, )' DL 10.0 PSF DRW CAUSR56l 12325133 ALPINE DN CONFORMANCGROUP, INC. E WITH TPI, APPLORAFABRICATING, HANDLING, F (NATIONALHIDESIGNINSTALLING ABV ACING OF AND RUSIESALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO D THE TRUSS l'''' '.44.06 j � � BC LL 0.0 PSF CA-ENG TSB/CWC mow I PLATECONNECTOR EACHES FACEEOFADE OF TRUSS AND,B/ONLESSWOTHERWISEASTM LOCATEDIONR10- 1,1=2 RIG DESIGNDE 40/60 W POSITION GALV. STEEL. 160A"2. '}.14 .C' ' TOT.LD. 42.0 PSF SEAN- 638585 ANY INSPECTION OF PLATES FOLLOWED BV (I) SHALL BE PER ANNEX A3 OTPI1-2002 SEC,3. A SEAL ON THIS j5 DU R.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. 0 I SWC.ATES TCTANPAROFUSOHECNMROBBLITNS LFE OR ETSRENx }.f .`Sacramento, BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 URC561_Z16 11/20/2012 T E THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T10) Top chord 2x4 DF-L #1&Bet.(g) :T2, T5 1.5"x5.625" DF-L SS(g): (++) - This plate works for both joints covered. Bot chord 2x4 DF-L #1&Bet.(g) :61 1.5"x5.625" DF-L SS(g): _ Webs 2x4 DF-L Standard(g) :W10, M2 2x4 DF-L #1&Bet.(g): (**)plate(s) require special positioning. Refer to scaled plate plot :W12 2x8 DF-L SS: details for special positioning requirements. Filler 2x4 DF-L #1&Bet.(g) :Rt Wedge 2x6g DF-L SS(g): 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. 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 Calculated vertical deflection is 0.18" due to live load and 0.39" due applied per IRC-09 section 301.5. to total load at X = 14-9-12. 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, Ct=1.10, for dead load is 2.00. Ce=1.00, CAT II & Pf=19.25 psf. Use this design for common hip trusses 0 24.0" OC. Extend sloping TC of Building designer is responsible for conventional framing. truss and jacks to hip rafter. Support extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC w 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC, 4X4 4X4' 3X6 III 3X5.---- 3X6 III -T- 3X8<% $N 0 W 0 8 4X6 o' 3)(12= 4X6= _ 6X8= 5X8= nom 0 — 4 3X4 i T2 t (*) • 1 (*) T5 8 7-2-5 5X6(F2) W12 5X6(612R) o� o� 0-7-0 0-7-: , 0-7-0 T ,' s.i5 M2 5X8= T 0 0 4 18-0-0 1-0-o 3X4%." ts H0514(**) 8X14 4X6 1-0-o 10H1319= 3X5(**)(++) III 0-6-3'- 1-3 I 28i678g 4,.3 Z.-�-4 2-10-0 4-5-11 $� 3-5-3 _ 3-11-13 _Jr, 5-7-0 < �-< 1 3-5-5 _I1-5-8 1-7 2-5-8 1 2-11-12 4-8-5 I 4-6-7 -11-9-4 le 4-7-11 4-5-135-5-4 c 9-10-15 ,I, 5-7-1 ,j_ 9-11-0 2-5-8-n 12-2-8 -I� J, 5-7-0 16-4-0 E; 31-0-0 Over 2 Supports R:x1901 U=357 W=5.5" R=1887 U=355 W=5.5" RL=491/-407 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) iib PROPt PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03. Y � .'..Y:1 OR/-/1/-/-/R/- Scale =,25"/Ft, Trus-Way Inc 360-750-1470 ""NARNING""TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. ff..� { 5 'Y REF R561-- 16542 3901 NE 681h St.,Vancouver WA NORTH TLEE STREET(BSUITENI A 312 NDRIAE LINZOMO=0 WTG\B(WOOO TRUSSI COUNCIL POFrEAMnT ZTE, 6300 �V 653+� `kkk'�� TC LL 25.0 PSF ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS _$;..41:17---1-- - TC DL 7,0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. a 3 B BC DL 10.0 PSF DRW cnusltssl 12325134 "IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS UP. INC. SHALL T ALPINE I INOCONFO CONFORMANCE WITHOTPBE I; ORSTONSIBLE FOR ANY DEVIATION FABRICATING. HANDLING, SHIPPROM ING,THIS DESIGN, ANY INSTALLING a BRACINGURE TO OF TRUSSESD THE TRUSS q'ffm fJP' d a ' BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. By AFAPA)AND TPI. ALPINE 7f*� ;', V 1 CONNECTOR PLATES ARE MADE Of 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60 (W, K/H,SS) GALV. STEEL. APPLY ��`{4VII/C t_ � TOT,LD, 42.0 PSF S EQN- 638579 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. rA S4 �K ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITW Building Components Group.Inc. DRAWING SWNC.ATES THPTPAOSORG T ROV BBULTNHFE ETSHNTSRLIPETNFXP. 12-31-?v Sacramento,CA 95828 BUILOING DESIGNER PER ANSI PI 1 SEC. Z. SPACING 2 4.0" JREF-F- 1 U RC56 1 7 1 6 11/20/2012 - ' F THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) S1BMITTED BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — T11) Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): (++) — This plate works for both joints covered. Bot chord 2x4 DF-L #•I&Bet.(g) :B1 1.5"x5.625" DF-L SS(g): Webs 2x4 DF-L Standard(g) :W8, M2 2x4 DF-L #1&Bet.(g): (**)plate(s) require special positioning. Refer to scaled plate plot :W10 2x8 DF-L SS: details for special positioning requirements. Filler 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors in green lumber (g) designed using NDS/TPI reduction factors. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. 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 applied per IRC-09 section 301.5. Calculated vertical deflection is 0.19" due to live load and 0.49" due 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. In lieu of structural panels use purlins to brace all flat TC HI 24" OC. 4X6= 3X8% 6X8= 4X6 3X12= 2X4111 5X8= 3X4% Cin - ` D T2 � T3 4X6(F2) 8 r W10 —1 8 5-10-5 0-7-0 0-7-8 _L 111111 IMI fl 6 0-71-bi) r:—'T 5X8= t\ T 5 M2 2X4 III Bli D IN 18-0-0 1-o-o 3X4= H0514(**) = 8X14= H1319= 2X4 III 4X6--- 1-0-0 3X5(**)(++) III 2X4 III B 4X6(B2)(R) Ill 0-X6-9- 143 1— 2-10-0 .L 4-8-5 4-8-3 J-7- dc 7�8-6 8 4-7-11 4-4-1 i 5-7-0 2-5-8 1---==ii---2-11-12 I 4-8-5 >I< 4-6-7 1.1-9-4 I� 4-7-11 alp 4-5-13 '' 5-5-4 -c. 7-10-15 I� 17-6-1 _I, 5-7-0 2-5-8-1— 12-2-8 16-4-0 E; 31-0-0 Over 2 Supports R=1420 U=238 W=5.5" R=1408 U=235 W=5.5" RL=157/-157 Design Crit: IRC2009/TPI-2007(STD) r:ii PROS PLT TYP. 20 Gause HS,Wave FT/RT=8%(0%)/4(1) 10.03. .R. 0!� i41 `�. -_ — :1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-\Vay,Inc 360-750-1470 .9NARNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. '465 bS S TC LL 25.0 PS F 3901 NE 68th St.,Vancouver\VA NORTH LEE REFER TO BSTREETCSI `BSUITE N312 ALEXANDRIANENT , VA,VA, 22314)AND W CAB(GRUB TRUSSLISHED BY 1 COUNCIL POFTEAMERICA, 6300 -218 ££ ,-'-`6' \ REF R561-- 16543 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -' --,.nM:`"^ :'' .'". TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE .•„� p A PROPERLY ATTACHED RIGID CEILING. -^ greGOM .,x BC DL 10.0 PSF DRW CAUSR561 12325137 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS C tt+� p GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS '�° 46 ' 1, t 5/ BC LL 0.0 PSF CA-ENG TSB/CWC �P ALPINE IN CONFORMANCE WITH TPI: OR FARRICATING, HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. g. DESIGN CONFORMS WITN APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BV AF&PA)AND TPI. ALPINE f [� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. H/H,SS) GALV. STEEL. APPLY C•�'6$T 'FB_C$ . TOT.LD. 42.0 PSF S EQN- 638560 PLATES TO EACH FACE OF TR1/55 AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BV (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS _ _ 11 (+ I1/Y Building Components mpents Group.Inc. DIGNES5H0WN`AT"TOECSUITABILITY ANDFUSEIOFATHISGCOMONENFOR PTROUNY BUILDING ISLTHEESPO RNSIBILITOFNT ,� YY HE ~ 12.--'3',--:7, _ ,I , DVR FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 2 4.0" JREF-- 1 U RC5 6 1 Z 1 6 11/20/2012 _ THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIHBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T12) Topchord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): q 1 t Bot chord 2x4 DF-L #1&Bet.( ) :01 1.5"x5.625" DF-L SS(g): COMPLETE TRUSSES REQU I RED z 2 Webs 2x4 DF-L Standard(g) :W8, M2 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails W10 2x8 DF-L SS: Top Chord: 1 Row Lo 7.50" o.c. Filler 2x4 DF-L #1&Bet.(g) Bot Chord: 1 Row @11.75" o.c. Webs : 1 Row @ 4" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Use equal spacing between rows and stagger nails in each row to avoid splitting. Special loads Truss transfers a maximum horizontal load of (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 2500 # ( 80.66 plf ) along top chord, from either, TC- From 67 plf at. -1.00 to 67 plf at 5.91 direction to supports where indicated. Diaphragm and TC- From 2 plf at 5.91 to 2 plf at 16.64 connections are to be designed by Engineer of Record. TC- From 134 plf at. 16.64 to 134 plf at 23.19 Drag Loads: Force(#) (PLF ) Mbr Start End TC- From 67 plf at. 23.19 to 67 plf at 32.00 Case 1: 2500 80.66 TC 0.00 31.00 BC- From 21 plf at. 0.00 to 21 plf at 2.46 2500 BC 0.00 BC- From 10 plf at. 2.46 to 10 plf at 14.67 BC- From 20 plf at. 14.67 to 20 plf at 31.00 (**)plate(s) require special positioning. Refer to scaled plate plot TC- 400.00 lb Conc. Load at 5.94 details for special positioning requirements. PLT- 171.99 lb Conc. Load at ( 8.00,22.15) PLT- 238.21 lb Conc. Load at (10.00,22.15) 110 mph wind, 20.65 ft mean hgt, ASCE 7-05, CLOSED bldg, Located PLT- 241.16 lb Conc. Load at (12.00,22.15), (14.00,22.15) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. PLT- 307.99 lb Conc. Load at (15.50,22.15) PLT- 175.01 lb Conc. Load at (16.44,22.15) PLB- 95.80 lb Conc. Load at ( 2.00,18.04) Wind loads and reactions based on MWFRS. PLB- 73.91 lb Conc. Load at ( 4.00,18.67) PLB- 83.14 lb Conc. Load at ( 6.00,18.67) Calculated horizontal deflection is 0.11" due to live load and 0.16" due PLB- 145.81 lb Conc. Load at ( 8.00,18.67), (10.00,18.67), (12.00,18.67) to dead load. (14.00,18.67) PLB- 110.78 lb Conc. Load at (15.50,18.04) Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace PLB- 1205.77 lb Conc. Load at (16.44,18.04) BC above filler at 24" OC. Calculated vertical deflection is 0.25" due to live load and 0.62" due to total load at X = 14-9-12. (++) - This plate works for both joints covered. 4X6---, Deflection meets L/240 live and L/180 total load. Creep increase factor In lieu of structural panels use purlins for dead load is 2.00. to brace all flat TC 0 24" OC. 3X84 4X6' _ 3X12== 2X410 6X8= 5X8 3X4% 8 I- 0 t a� T2 ., T3 4X6(F2) % W10 -1 8 5-4-8 0-7-0 �1� 0-7-8 4X6(62)(R0 III .� 0 7-0 7112 **5X8= 2X4111 T gX14= 2X4111 4X6= T 1MI 0 -o-o 1-o-03X4% H0514( ) = H1319 h 2X4 III 8 1-00 - 3X5(**)(++) III 0-8-S-11-31� 28-6-8 4 1 2-10-0 4-8-5 _ 4-8-3 1-7-8 4-7-11 4-4-1 1 5-7-0 I`2-5-8 -T 2-11-12 I 4-8-5 I 4-6-7 1-9-4I 4-7-11 >1‹ 4-5-13 r 5-5-4 5-10-1519-6 1 �2-5-8--I- 1 12-2-8 1 _I_ 5-7 0 16-4-0 -c 31-0-0 Over 2 Supports > R=3399 U=659 W=5.5" RL=2490/-2491 tip PROP R=2977 U=522 W=5.5" Design Crit: IRC2009/TPI-2007(STD) �+ �� PLT TYP. 20 GauWe HS,Wave FT/RT=8%(0°x)/4(1) 10.03,r,�,44Q'139H ti,-. :1 OR/-/1/-/-/R/- Scale =,225"/Ft, Trus-Way Inc 360-750-1470 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 4; 7,-14059 3 REFER TO BCSI 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITENENT SAFETY VA, 22314) WTCAB(WOODD BYTPI COUNCIL PLATE AMERICAINSTITUTE, 6106 C(,iti f� w,,.` rvr` TC LL 25.0 PSF REF R561-- 16544 ENTERPRISE LANE. MADISON. WI A 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS "� TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE i A PROPERLY ATTACHED RIGID CEILING. F. , OREGON j,� BC DL 10.0 PSF DRW CAUSR561 12325140 d "IMPORTAMT**FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ;C' OEC T, cp" 4'-. GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO GUILD THE TRUSS -P a V I JJ CM impr ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. �j ft/4Af D BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE W a S CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K)ASTM A653 GRADE 40/60(W. K/H.SS)GALV. STEEL.APPLY TOT.LD. 42.0 PSF SEAN- 638562 PLATES TO EACH FACE OF TRU55 ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 100A-Z. -- , ANY INSPECTION OF PLATES FOLLOWED ST(i) SHALL BE PER ANNE%A3 OF TPI1-2002 SEGS. A SEAL ON THIS -I2-31--, FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT EX '- DU R.FAC. 1 .15 Sacramento, ens Gro DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONEN FOR ANY BUILDING I5 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 • ' 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T13) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.13 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 Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Wind loads and 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. Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Calculated vertical deflection is 0.02" due to live load and 0.06" due TC- From 67 plf at 0.00 to 67 plf at 5.63 to total load at X = 2-11-7. TC- From 67 plf at 5.63 to 67 pIf at 12.25 BC- From 20 plf at 0.00 to 20 plf at 2.00 Deflection meets L/240 live and L/180 total load. Creep increase BC- From 10 plf at 2.00 to 10 plf at 9.25 factor for dead load is 2.00. BC- From 20 plf at 9.25 to 20 plf at 11.25 TC- 652.00 lb Conc. Load at 5.63 BC- 90.97 lb Conc. Load at 2.00, 9.34 4X4Es BC- 97.90 lb Conc. Load at 4.00, 7.25 BC- 110.00 lb Conc. Load at 5.56 8 Illiiiii6 4-4-0 _J___ If 0-7-0 Pl/00 ,� 0-7-0 ►__ 18-0-0 1 4X6(B3)(R) III 5X6= AS �� T 4X6(:3)(R) III E` 5-7-8 =I< 5-7-8 I_ 5-7-8 -I - 5-7-8 _1 k11-3-0 Over 2 Supports >1 R=1019 U=202 R=1092 U=231 W=5.5" Design Crit: IRC2009/TPI-2007(STD) P) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10,03. 4�` , t...S yr.TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft, Trus-Way Inc 360-750-1470 "NARNINC" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. / TC LL 25.0 PSF REF R561-- 16545 3901 NE 68Th St„Vancouver WA NORTH LEE STREET(BSUITTEN312. ALEXANDRIA, VA, 2231144)IAND RICAB(WOOD TRUSS COUNCIL POFTEAMERICA, 6300 t ., ,, /i S c 5 9 r ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS F"1w X"�` `NU f {„� OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Nt .. Ge-, 6 TC DL 7.0 PSF DATE 11/20/12 f �.Y .' A PROPERLY ATTACHED RIGID CEILING. P. "IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV;BUILDING COMPONENTS ®FtE9�O(� BC DL 10.0 PSF DRW CAUSR561 12325142 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; AIN'FAILURE TO BUILD THE TRUSS `>`� h +q d , BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. 'T Q3' » DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPED, BY gFNPA)AND TPI. ALPINE d�RLy ,o; , TOT.LD. 42.0 PSF SEQN- 638407 CONNECTOR PLATES ARE MAGE OF 20/18/1ISA(W,H/SS/X)ASTM NAL GRADE 40/60(W, R/PASS) GALV, STEEL, APPLY N �` PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. 44 itg'Vi. ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPIT-2002 SEC.3. A SEAL ON THIS _ DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGI NEERINC RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA Gro DESIGN SHOWN. THE SUITABILITY AND USE OF THIS CDMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF TME E-XP. 1 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F- 1 URC56 1_Z1 6 11/20/2012 (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T1 4) ! T THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIHBMITTEO BY TRUSS MFR. Top chord 2x4 DF-L #'I&Bet.(g) 110 mph wind, 22.24 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 1.5"x5,625" DF-L SS(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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 2.00. TC- From 67 plf at -1.00 to 67 plf at 11.97 BC- From 20 plf at 0.00 to 20 plf at 5.94 Unbalanced snow loads have not been considered. BC- 211.00 lb Conc. Load at 2.00 BC- 1081.11 lb Conc. Load at 4.00 0-4-3 Wind loads and reactions based on MFRS. .I 76-3-5 Shim all supports to solid bearing. R=66 U=29 74-10-5 8 fl R=197 U=86 W=1.5" I 4X6 P. 4)72-2-5 8-6-13 R=176 U=73 W=3.25" j_ All 0-7-0 la ■ vr, 3X8111 6X6@ R=1010 U=206 18-0-0 5X6(B7R) L1 ' 5-11-4 }-�< 3-10-4 2-0-7 .-1 L 4-0-0 �,1-11-4 4-0-0 1-1(1-3 1 1 11-11-11 Over 5 Supports =I • R=829 U=169 W=5.5" Design Crit: IRC20I��09/TPI-2007(STD) . D PRO,eE' PLT TYP.yWave 70 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION FT/NO TG 8%(OSHIPPI%)/4(1) AND BRACING. 1; 5„ Tt Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. 3 Orl NE 68th)St.,Vancouver WA NORTH LEEREFER TO BSTREET, SUICSI TEN312 ALEXANDRIA. VA, 22314)G cOMPONENT SAFETY IAND W CI\B(WOODD TRUSS BY I COUNCIL POFTEAMERICAUTE. 6300 CC' 14659 " \fir\ TC LL 25.0 PSF REF R561-- 16546 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS .�'a— TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �+ ` A PROPERLY ATTACHED RIGID CEILING. 1=" .�` FS OREGON e' Y BC DL 10.0 PSF DRW CAUSR561 12325143 ••IMPORTANT•`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITT BUILDING COMPONENTS _ OBE6OY - I GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS .' � Z1EC �' 't 4. BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 6 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA (0,H/55/K)ASTM 0653 GRADE 40/60 (W, 0/H.SS)GALV. STEEL. APPLY "•�f4A W Cj�I. TOT.LD. 42.0 PSF S EQN- 638414 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1HOA-Z. �B FF 99 ANY INSPECTION OF PLATES FOLLOWED BV(I) SHALL BE PER ANNE%A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC IT1V BuildingComponents Group.Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT — 1 Sacrmento,CA 95828 DESIGN SHOWN HE SUITABILITY qND USE OF THIS COMPONENT FOR ANV BUILDING 15 THE RESPONSIBILITY DF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. I SPACING 24.0" JREF- 1 URC561 Z16 11/20/2012 W ' % THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIM€NSIONS) SI�BMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T15) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 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 Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Bottom chord checked for 10.00 psf non-concurrent bottom chord live Connectors in green lumber (g) designed using NDS/TPI reduction factors. load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.03" due to live load and 0.08" due Special loads to total load at X = 8-9-6. (Lumber Dur,Fac.=1.15 / Plate Dur.Fac.=1.15) 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 factor for dead load is 2.00. TC- From 67 plf at 8.56 to 67 plf at 15.50 BC- From 20 plf at 0.00 to 20 plf at 2.00 In lieu of structural panels use purlins to brace all flat TC @ 24" BC- From 10 plf at 2.00 to 10 plf at 12.50 OC. BC- From 20 plf at 12.50 to 20 plf at 14.50 TC- 400.00 lb Conc. Load at 5.94, 8.59 TC- 213.70 lb Conc. Load at 7.25 6X8 4i BC- 95.80 lb Conc. Load at 2.00,12.50 3X4 BC- 102.74 lb Conc. Load at 4.00,10.50 BC- 110.12 lb Conc. Load at 6.00, 7.25, 8.50 Wind loads and reactions based on MWFRS. i 8 8 4-6-5 V 0-7_0 i . ,: 0-7 -0 18-0-0 4X6(62)(R) Ill 2X4 III 3X5= 3X4= 4X6 0 2)(R) III l< 1 ' J H 5-10-15 + 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 >1 R=1358 U=132 R=1432 U=160 W=5.5" Design Crit: IRC2009/TPI-2007(STD) t�tA p PR 04, PLT TYP. Wave FT/RT=8°h(0°x)/4(1) 10.03.► 11it1�ji$3i v.V.1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. / 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ( 465� y Tl LL 25.0 PSF REF R561-- 16547 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WFCU(WOOD TRUSS COUNCIL OF AMERICA, 6300 € 1 OTHERWISE ENTERPRISE INDIICATED TOPE. NCIORD SHALLBHAVEFOR PROPERLY ATTACHED SAFETY PRACTICES STRUCTURALRIOR TO SRFORPANELSNANDG HBOTTOMESE NCHORDSSHALLNHAVE - dd LESS TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. "„ 4tLEN BC DL 10.0 PSF DRW CAUSR561 12325144 "IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �� 1 fid EF GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS .I` -ok* 1 ISO 4,71, BC LL 0.0 PSF CA-ENG TSB/CWC imir ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS H/NOS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE /,F Ag Wqy 4��,P, TOT.LD. 42.0 PSF S EQN- 638432 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/N)ASTM A653 GRADE 40/60 (W, K/H,SS)GAL V. STEEL. APPLY �R€�2'&&T33 LLdd PLATES TD EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER 08001005 16OA-Z. -. ,.�- �/ /� ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNE%A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM !\T 1, ITW Building Com ponents Group.Inc. DRAWING INDICATES ACSEP PNCE OF PROFESSIONAL ENCI NEERIO R1-5PON5181LITY SOLELY OR THE TRUSS COMPONENT X:1" '1.2-3 i-1: Sacramento, enA 95828s Gr91 DESIGN SI=NN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 ' 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIIUENSIONS) SWBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T16) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23.39 ft mean hgt, ASCE 7-05, CLOSED bldg, Located _ Bot chord 1.5"x5.625" DF-L SS(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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Special loads Deflection meets L/240 live and L/180 total load. Creep increase (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) factor for dead load is 2.00. TC- From 67 plf at 0.00 to 67 plf at 14.41 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 0-4-3 Wind loads and reactions based on MWFRS. A 27-10-13 Unbalanced snow loads have not been considered. 27-6-5 R=14 U=6 8 (- R=147 U=68 W=1.5" 24-10-5 R=265 U=121 W=1.5" 4X6 = 911 22-2-5 1. R=175 U=75 W=3.25" 0-7-0 _I__ ALLA. . EMIIMINIMEIMMILM 18-0-0 5X6(B3) -=-- 3X10 III 6X60 R=1206 U=267 5-11-4 < -3-10-4 >l< 4-0-0 5"111 4-0-0 }�-11-4 4-0-0 I1-10-3i i I< 14-4-15 Over 6 Supports R=844 U=187 W=5.5" Design Crit: IRC2009/TPI-2007(STD) iii,,�D FRope S PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. Mf-0� 6. iii:' 1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 NARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH TO BSTI .(BUILDINGICOMPONENTLRIA. V . 22314)AND 711-CA BY SSI (TRUSS PLATE INSTITUTE. 638 '16.59� � TC LL 25.0 PSF REF R561-- 16548 _ NORTH LEE STREET. SUITE 312, ALEXANDRIA, Vq, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 �.�•� ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. --,..-•'"�;A� / ••IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS c.x.�,�ee++ppOREGON ti(p BC DL 10.0 PSF DRW CAUSR561 12325145 GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS � ALPINE ' IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. 4:� -71�3� RR--- BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI, ALPINE -.._aIOW . TOT.LD. 42.0 PSF S EQN- 638536 CONNECTOR PLATES ARE MADE OF 20/16/160A(W,H/SS/K)ASTM 7653 GRADE 40/60(W, K/H,SS) GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160.0-Z. +- ANY INSPECTION OF PLATES FOLLOWED BY (4) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 1 _` _ ITW Building Components Group.Inc. DESIGN SHOWNCATESTHECSUPTABILIOTF PPNDFEKEIOFATHISOCNEE INNTRFOROANVRBUILYINGOISLTHEORESPONSIBSLITYMOFNTHE j`^ 1 1 j' ' DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F 1 URC56 1 Z 1 6 11/2.0/2012 (124323-LEGEND HOME$ PLAN ASPEN B -- WILSONVILLE, OR - T17) . , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMPNSIONS) 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. Right end vertical not exposed to wind pressure. 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. Unbalanced snow loads have not been considered. 2X4 III 8 2-4-4 I/ 0-4-4 MI 4 `i 9-0 0 I 2X4 III 2X4(A1) =----- . . 1.<-1-0-0-->-1 X4(A1) -1-0-0-->-1 1" 2-8-4 X13`•11 1z- 3-0-0 Over 2 Supports 'I R=212 U=8 W=3.5" RL=61/-33 R=115 U=23 Design Crit: IRC2009/TPI-2007(STD) op PRO,r6;' PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03. 44-'14659-1. -0.yQ_". Y:7 OR/-/1/-/-/R/- Scale =.75"/Ft. Tnls-Way Inc 360-750-1470 WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING,(TRUSSSTAL II NSNIUNEC2 8 TC LL 25.0 PSF 3901 NE 68tH SL,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED BY TPIsem( REF R561-- 16549 REFT ENTERPRISE LANE, MADISON.1 WI AL537119)I FOR SAFETY PRACTICES TO PERFORMINGTHESEFUNCTIONS.CTUNLESS I�'f r .A OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ------ -- - / ....s.---- TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. 11/4<4'k » J4R£Uvlt` C' BC DL 10.0 PSF DRW CAUSR561 12325146 .•IMPORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS . °k.' i,q S'' BC LL 0.0 PSF CA-ENG TSB/CWC * mir IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING.BRACING OF TRUSSES. `7' DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY APOPA)AND TPI. ALPINE /9 {j CONNECTOR PLATES ARE MADE OF 20/1e/16GA(W,H/55/K) ASTM A653 GRADE 40/60(W, K/H.SS) GALV, STEEL, APPLY 114if . 54��' TOT.Ll). 42.0 PSF S EQN- 638315 PLATES TO TION FACE OF TRU55 AND, UNLESS OTHERWISE R ANNEX ON THIS DES2GN, POSITION PER DRAWINGS N6TH-Z, v3 ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNE%A3 OF TPI I-2002 SEC.3. A SEAL ON THIS /� (� 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FDR THE TRU55 COMPONENT '----)(F. 'i -3- DUR.FAC. 1 .15 F ROM KTC Sacramento,CA 95828 BUILDI SHOWN HE SUITABILI Y ANO USE OF TN15 COMPONENT FOR ANV BUILDING 15 THE RESPON5IBILITV OF THE BUILDING DESIGNER PER ANSI/TPI 1SET. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561_Z16 T 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMLNNSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T18) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.56 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 1.5"x5.625" DF-L SS(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. Right end vertical not exposed to wind pressure. 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) TC- From 67 plf at -0.00 to 67 plf at 5.94 Calculated vertical deflection is 0.08" due to live load and 0.22" due BC- From 20 plf at 0.00 to 20 plf at 5.94 to total load at X = 3-3-11. • BC- 172.00 lb Conc. Load at 0.69 BC- 211.00 lb Conc. Load at 2.69 Deflection meets L/240 live and L/180 total load. Creep increase PLB- 1018.53 lb Conc. Load at ( 4.69,18.04) factor for dead load is 2.00. Wind loads and reactions based on MWFRS. Unbalanced snow loads have not been considered. 2X4 III 81 4-6-8 0-7-0 ■ ___I___ r J © 18-0-0 3X5 III 5X6(83) I.< 5-7-8 '1"12 I< 5-11-4 Over 2 Supports R=724 U=130 W=5.5" R=1193 U=214 Design Crit: IRC2009/TPI-2007(STD) } PROp- PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.14 �},i d ._ . :1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnis-Way,Inc 360-750-1470 "EARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. C 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 216 46-' 4V.,Q TC LL 25.0 PSF ; REF R561-- 16550 c1cy NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 _ .:R . f ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ''g ,..-f ^7 i' ..I IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS C�+q.' twOREGON !.T../ B/C� DL 10.0 PSF DRW CAUSR561 12325147 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS SF•.9,, �6F.A'c 1Cjil��� BC LL 0.0 PSF CA-ENG TSB/CWC mow ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES, l Y� DESIGN CONFORMS WITH DEAPPLICABLE PROVISIONS OFH/NDS(AST/4 AAL65 DESIGN SPEC, B0 AF&PA)K/H.S AND TPI. ALPINE --w 44413 yl.0. . . TOT.LD. 42.0 PSF SEQN- 638426 CONNECTOR PLATES ARE MAGE OF 20/16/16GA(W.H/SS/K) ASTM A653 GRADE 40/60(W, N/H.SS)GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS PND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS IOTA-Z. ..-,..-_ .. ANV INSPECTION OF PLATES FOLLOWED BV (i)SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS L CP EX,:' _ i2-U'- 3DDR•FA( . 1 .1 5 FROM KTC(TVs/BU'14' Components Group,Inc. DSWGGSHNECATES ACCPTBEIOF PROFESSIONAL THEGCMONEN SPBBLUITL)IN5LFEORETSHNTSRUIT OONENHTESacramento,CA 95828 BUILDING DESIGNER PEA ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 URC56 1 Z 1 6 1 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMPNSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN 8 -- WILSONVILLE, OR - J02) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) :Lt Wedge 2x4 DF-L Standard(g): TC- From 67 plf at -1.00 to 67 plf at 1.91 BC- From 20 plf at -0.00 to 20 plf at 2.00 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 10 plf at 2.00 to 10 plf at 5.94 BC- 32.84 lb Conc. Load at 2.00 BC- 54.58 lb Conc. Load at 4.00 110 mph wind, 18.89 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Wind loads and reactions based on MWFRS. Calculated vertical deflection is 0.03" due to live load and 0.09" due to total load at X = 3-5-12. 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=98 U=8 19-6-13 III 8 1-10-5 I' 0-7-0 PH/IIII . N / • X 0-3-8 � ✓\ 4 R=96 `% 18-0-0 4 NIBEIN 4X6(83)(R) III 1= 1-0-0 >1< 1-10-15 >J= 4-1-13 F 5-11-4 Over 3 Supports R=200 U=40 W=5.5" Design Crit: IRC2-009/TPI-2007(STD) op PRQ/c�S PLT TYP. Wave FT/RT=80/0(0%)/4(1) 10.03.01 111-0P111% " +Q. t;:5 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. :,:---'146,5_9_ ', TC LL 25.0 PSF REF R561-- 16551 3901 NE 68th St.,Vancouver WA REFER TO BC51 (BUILDING C, ALEXAN SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22319)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 } _ ENTERPRISE LANE, MADISON, WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE G A PROPERLY ATTACHED RIGID CEILING. 4F.."- s� ry! as1+EOssl iii", BC DL 10.0 PSF DRW CAUSR561 12325148 - ALPINE ..11APCIOVERAIT..FORNISH A COPY OF THIS DESIGN TO THE INC, SHALL NNOTPBE RESPONSIBLE AGOORADIATIONPFROMATHISTDESIGNLLATION T AI F FAILURE LURACTOR. RE TO BUILD IUILDING REPTRUSSS ".9,4 0E 7,� ,-,R+'4, BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTORNLLATESWARF MADE1OF 820/180/16GA IONS W,H/SSO/X)(ASTM AAL DEIGN GO/60 BW, XNHg55)NGALv' STEEL. ALPINs. ALPINE F ' ` TOT.LD. 42.0 PSF SEQN- 638334 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. " ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3. A SEAL ON THIS L;;?. 2- DUR.FAC. 1 .15 FROM KTC II%V Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT Sacramento, GroA DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI TYPI 1 SEC, 2. I1/ZO/ZO1Z SPACING 24.0" JREF- 1URC561 Z16 " I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HINMES PLAN ASPEN B -- WILSONVILLE, OR - J04) • Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.55 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.04" due to live load and 0.11" due load applied per IRC-09 section 301.5. to total load at X = 3-2-12. 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. R=122 U=49 ® 70-10-13 8 3-2-5 0-7-0 1111111 6 0-3-8 es 18-0-0 �� R=103 4X6(83)(R) III L-1-0-0 >[ 3-10-15 > c 2-1-13--->-I F5-11-4 Over 3 Supports 1--1 R=268 U=14 W=5.5" RL=92/-38 Design Crit: 1RC2009/TPI-2007(STD) 4 PRt7,cF� PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.,►%(�,,`.ii ali. ' '. + 'N:4 OR/-/1/-/-/R/- Scale =.75"/Ft. Tms-Way,IIIc 360-750-1470 WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. y 6L C 3901 NE 68th St.,Vancouver WA NORTH LEE STREET(8 TENS12TWALEXAHDRIETYAINZZRMA'IDAND WTCAB(W000 TRUSS' COUNCIL POFTEAMERICAUTE. 6300 YU 5 4�A. TC LL 25.0 PSF REF R561-- 16552 ENTERPRISE LANE. MADISON. WI 53]19)FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS `/ TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE (� y .r`' g A PROPERLY ATTACHED RIGID CEILING. ^jy,� �r.. l f1 OREGON /, f BC DL 10.0 PSF DRW CAUSR561 12325149 '"IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS C� �► ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS „a5..� �EC 7,�L}�ireBC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE - ,”, 1.A v G . TOT.LD. 42.0 PSF SEQN- 638337 CONNECTOR PLATES ARE MADE OF 20/16/16GA(W.H/SS/N) ASTM A653 GRADE 40/60(W, H/H.SS) GALT. STEEL. APPLY M<L' PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON]NIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 CP120g;SEC.3. A SEAL ON THIS -_- - DUR.FAC. 1 .15 FROM KTC DRs IMG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT . 12--�— 1TW Building Components Group,Inc. DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1SEG. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIW3MITTED BY TRUSS MFR. (124323-LEGEND HISMES PLAN ASPEN B -- WILSONVILLE, OR - J07) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.64 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load and 0.17" due load applied per IRC-09 section 301.5. to total load at X = 2-11-13. 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. _ 11 0-4-3 23-0-13 1 . R=39 U=19 72-2-5 R=214 U=102 W=1.5" B 5-4-5 I, 0-7-0 :I • I ►� )� 18-0-0 R=110 4X6(133)(') III 1 ' >I` 5-11-4 1-2-11J k7-1-15 Over 4 Supports ={ R=335 U=3 W=5.5" RL=161/-54 Design Crit: IRC2009/TPI-2007(STD) ED PRO,c6 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 4� ii.•:. lir.'Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnis-Way,Inc 360-750-1470 ...WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. } - 3901 NE 68th St.,Vancouver NTA NORTH LEE STREET, SUITEN312, ALEXANDRIA. VA, 22233 0)IAND W CAN(BOOR TRUSSI COUNCIL POFTEAMERICARTN 6300 1 4 S 5 9 9r- -, TC( LL 25.0 PSF REF R561-- 16553 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ,:. ,,..w L ' TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Z •Y`� �." A PROPERLY ATTACHED RIGID CEILING, FS OREGON f' gIf "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS _ `4a�-,-'Ar2GGOr1 �3�± BC/�� DL 10.0 PSF DRW CAUSR561 12325150 mow ALPINE ROCONFO MANCE LL NOT OTPBE RESPONSIBLE POBRICATINGR ANY ANNDDIVIATIONPFROMM THIS DESIGN. ANY NYAFAILURE RE TOUBUBUILD THE TRUSS ' 44I), Z'k'� �} �;3Oa {{ 4:74rBC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF MDS (NATIONAL DESIGN SPEC. BV AFAPA)AND TPI. ALPINE .. <CI1 S0 -1t/YC TOT.LD. 42.0 PSF S EQN- 638343 CONNECTOR PLATES ARE MAGE OF 20/18/16GA(W,H/SS/K)ASTM A663 GRADE 40/60 (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. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS "' 11 ITW Building Components Group,Inc. pRE"NNcrNSHOWNCATESTHACSUITABILITFV ANOFEUSEIOFXL ENINEEONENTRFOROANVNBUILDINGDISLTHEORESPONSRBILIT OOFN HE Il' 12-31-1'3 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC 5 6 1 Z 1 6 1 I/20/2012 — / THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - J12) , • Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.22 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live I Calculated vertical deflection is 0.00" due to live load and 0.17" due load applied per IRC-09 section 301.5. to total load at X = 2-11-13. 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 i76-2-13 R=64 U=34 ® 24-10-5 8 fl R=195 U=103 W=1.5" 22-2-5 8-6-5 R=308 U=161 W=3.25" 0-7-0 ,,l N `!) 18-0-0 R=111 U=3 4X6(B3)(R) III 1-*1 ' 5-11-4 >- 3-10-4 >I1-11-11J <-------------11-10-15 Over 5 Supports R=337 W=5.5" RL=270/-75 Design Crit: IRC2009/TPI-2007(STD) rte:>B pR0 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. us0iIo k; :1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-V1)ay,Inc 360-750-1470 ..WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 4 .E, 49.,-q4659 TC LL 25.0 PSF REF R561-- 16554 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BILDING COMPONENT SAFETY INFORMATION), P1IBLI SHED TY TPI (TNCIL PLATE INSTITUTE, 230 Gam: f` _ NORTH LEE STREET, SUITE 3,2, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Pf ....,:::::- .46„--- TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE t'A N A PROPERLY ATTACHED RIGID CEILING. n Ki "INPORTANT'.FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS �: ��v�" - �. BC DL 10.0 PSF DRW CAUSR561 12325151 ALPINE GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS `, 5�Ce+ mur IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. < �c""- 1 �g� R(V BC LL 0.0 PSF CA-ENG TSB/CWC CONIES CONFORMS WITH APPLICABLE 1R/VISIONS OFH/NOS(NATIONAL DESIGN SPEC, BY AF/PA)AND TPI. ALPINE Tj E �� ,' TOT.LD. 4 2.0 PSF SEQN- 6 38 349 CONNECTOR PLATES ARE MADE OF 20/1ROOI SI (W,H/SS/K) ASTM Afi5:1 GRADE 40/60(W. K/H.SS)GALV. STEEL. APPLY ->„ PLATES TO EACH FACE OT TRUSS AND, UNLESS OTHERWISE LOCATED DN THIS DESIGN, POSITION PER DRAWINGS 1WOA-Z. ..... ANY INSPECTION OF PLATES FOLLOWED BV (I) SHALL BE PER ANNEX 13 OF TPI1-ZOOV SECS. A SEAL ON THIS A FXF 12-":-L17:_, DUO.FAH 1 .15 FROM KTCI7V Building ComponeMts Group Inc DRAWNGSWNCATES CUPITTANEIOTPFUSOTHESGCOMROBBUITYINLR USSLMPSacramento, BUILDING DESIGNER PER ANSI/TPI ,SEG. U. SPACING 24.0" J RE F- 1 U RC56 1_Z 1 6 11/20/2012 4 r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SWBMITTED BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — J14) ,- Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.89 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load and 0.17" due load applied per IRC-09 section 301.5. to total load at X = 2-11-13. 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 77-6-13 T R=131 U=71 8 1— ,. +24-10-5 R=262 U=143 W=1.5" 22-2-5 R=308 U=167 W=3.25" 0-7-0 lig T 1-g--41R=111 U=4 18-0-0 4X6(63)(R) III L1 , I,- 5-11-4 >"4- 3-10-4 >I< 3-11-11 J 1< 13-10-15 Over 5 Supports ={ R=337 W=5.5" RL=320/-84 Design Crit: IRC2009/TPI-2007(STD) •feD PRO PLT TYPyy, Wave FT/RT=8%(0%)/4(1) 10.03. tatION' ' .#J Y:2 OR/-/1/-/-/R/- Scale =.275"/Ft. 390x1 NE 68thISt.,VancouverWA ••1R LEEGS•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. L ryh RE F R561-- 16555 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PIIBLISHEp BY TPI (TRUSS PLATE INSTITUTE. 216 W ` l 6 5 g ` 7..!A TC LL 25.0 PSF NORTH LEE STREET, SUITE 312 ALEXANORI A, Vq 22314)ANO WTCA(W000 TRUSS COUNCIL OF AMERICA, 6300 rL — ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS fx/ ,� TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE L ✓Z A PROPERLY ATTACHED RIGID CEILING. ' \`— "r. , BC DL 10.0 PSF DRW CAUSR561 12325152 "INPAN ORTT•`FBRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 17W BUILDING COMPONENTS 'j1 OREGON . GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 4. C)'','MM ' "q�f BC LL 0.0 PSF CA-ENG TSB/CWC minor �Ay ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING E BRACING OF TRUSSES. 11fl N, f �A , DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF%PA)AND TPI, ALPINE 1® n !}gYL °�M TOT.LD. 4 2.0 PSF S EQN- 638346 CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A65:1 GRADE 40/60(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. ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3, A SEAL ON THIS ITW Buil _ DUR.FAC. 1 .15 FROM KTC Building Components Group,Inc, DESIIGNGS INDICATESTHECS E 1 ILITF FNOFUSEI OFATH ISGCOMPONENTRFOROANVBBUILDING 15 LTHEORESPONSIBIL1COM0ONTHE .�P- i �� Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 U RC56 1 Z 1 6 11/20/2012 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIP�IENSIONS) SOBMITTED BY TRUSS MFR. • (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JA06) q Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load and 0.16" due load applied per IRC-09 section 301.5. to total load at X = 2-11-13. 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. 1 `•, 22-2-13 R=173 U=79 8 4-6-5 6 0-3-8 0-7-0 . gill =� M 18-0-0 _/ 4X6033)(') III R=110 1 ' >L= 5-10-15 .1"13 F: 5-11-4 Over 3 Supports R=332 U=17 W=5.5" RL=134/-48 Design Crit: IRC2009/TPI-2007(STD) iiIE PRQ% PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03. 1. ''•a�oi[v.,Y:3 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-14/0 "WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. e(� TC LL 25.0 PSF 3901 NE 68th St,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFE Y IN22314)IAND PUBLISHED BV TPI (TRUSS P ATE INSTITUTE. 216 3T +4,E S 9 � REF R561-- 16556 NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA. 22319) ANO WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 .�S✓ -5^ - ((�� ENTERPRISE LANE, MADISON. WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. y, r _ ..-''� r fi OI1rOGN it BC DL 10.0 PSF DRW CAUSR561 12325153 A A IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ;�^T a f ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS -Je +2,c� •ejS� pt(� BC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. I Z CONIES CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DERIDE SP/C. BY g0/PA)AND TPI. ALPINE ��2 �E ` :. TOT.LD. 42.0 PSF S EQN- 638340 CONNECTOR PLATES ARE FATE OF AND.8/UNLA SW,THERWS ASTM TE53 GRADE 4ES0 ( 0/ITIS)PER STEEL. APPLY �@ TY. PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISEBE LOCATEDX ON THIS DESIGN,-2POSITION PER DRAWINGS 160A-Z. �s&8 ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL ON THIS IOW Building Components Group,Inc. DESIGN SHORNCATESTHECSUITABILITY PANDFUSEIOFATHISGCOMPON NTRFORDANT BUI DING ISLTHE RESPONSIBILITYTOFNTHE E i ,3 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 U RC56 1 Z 1 6 11/20/2012 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMtNSIONS) SUBMITTED BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — JB02) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) :Lt Wedge 2x4 DF-L Standard(g): TC- From 67 plf at -1.00 to 67 plf at 1.91 BC- From 20 plf at -0.00 to 20 plf at 2.00 Connectors in green lumber (g) designed using NDS/TPI reduction factors. BC- From 10 plf at 2.00 to 10 plf at 5.63 BC- 32.84 lb Conc. Load at 2.00 BC- 54.58 lb Conc. Load at 4.00 110 mph wind, 18.89 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Wind loads and reactions based on MWFRS. Calculated vertical deflection is 0.02" due to live load and 0.07" due to total load at X = 3-2-6. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.0(1. Unbalanced snow loads have not been considered. IX R=92 U=8 +19-6-13 8 / 1-10-5 1, 0-7-0 1111111 • 0-3-8 • 1 / Iiiiligi 4 R=91 18-0-0 / 4X6(B3)(R) III -1-0-0--< 1-10-15 J= 3-10-1 J ' —5-7-8 Over 3 Supports >{ R=201 U=40 W=5.5" Design Crit: IRC2009/TPI-2007(STD) /.p PRO4 - PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.. i - .�4.N. ,TY:2 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way Inc 360-750-1470 WARNING°. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. H�'ww TC REF R561-- 16557 3901 NE 68Th St.,Vancouver WA REFER TO T- (BUILDING COMPONEN SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTTUTE, 216 C(J4' /1 4 b 5 LL 25.0 PS F NORTN LEE STREET. SUITE 3t2. ALEXANDRIA, VA, 22310)PND WTCA(WOOD TRUSS COUNCIL OF AMERIA. 6JOO ENTERPRISE LANE, MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ,- y Y. nnF'rtrttt ;` BC DL 10.0 PSF DRW CAUSR561 12325154 "INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITB BUILDING COMPONENTS OREGON GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS i,4". °E*0 �ss$79 `y BC LL 0.0 PSF CA-ENG TSB/CWC �r ALPINE N CONFORMANCE KITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BR GING OF TRUSSES. �y CONIES ORNPLATE WIRE MADEI OFB20 PROVISIONS OF NOS(NATIONAL DESIGN S0/C. (Y AF/PA)AND TP.. ALPINE '•.' '/,4 RS, SSit', TOT.LD. 42.0 PSF S EQN- 638325 CONNECTOR PLATES ARE MADE OF 20/18/VISA(W,H/SS/R)ASTM A653 GRADE 00/60(W. R/PASS)GALV, STEEL. APPLY f `�(Y` PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS uf FROM KTC ITW Building Components Group Inc DE5I,GNGSHOWNATESTHECCE TABILIOTV ANpFUSEIOFATHIS"GCOMPONENTRFOR ANYBBUILDINGOISLTHEORESPONSIBILI "uv"SHA DU R.FAC. 1 .15 Sacramento,CA 95828 �`� = � 1�' BUILDING DESIGNER PER ANSI/TPI , SEC. z. SPACING 24.0" J RE F- 1 URC5 6 1 7 1 6 11/20/2012 z THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUIMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JB04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.55 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.03" due to live load and 0.09" due load applied per IRC-09 section 301.5. to total load at X = 3-2-6. 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. • Uj 20-10-13 R=120 U=49 TT 8 3-2-5 6 0-7-0 ,, , 0-3-8 1 4 ID 18-0-0 i R=98 4X6(B3)(R) III L-1-0-0 >I< -3-10-15 >Lc 1-10-1 -J —5-7-8 Over 3 Supports R=265 U=15 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) c PROP PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.4 :I >= 'S' �`,TY:2 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way Inc 360-750-1470 "WARMING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET. SUITEN312, ALEXANDRIA,VA, 2283 4)IAND W CAg(WOOD TRUSS COUNCIL ROFTEAMERICAUTE, 6300 ( 1465 g�� TC LL 25.0 PSF REF R561-- 16558 ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS $ -/ ...s;:---_.....: : i � 1 TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE k A PROPERLY ATTACHED RIOID CEILING. _ + - ryry'9^'��SSy��lkk11 BC DL 10.0 PSF DRW CAUSR561 12325155 +w.IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS O1 EG0N _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ��qq /+ gmr ALPINE DESIGNFCONFORMSWWITHTAPPLICABLERPROVISIONRSAOFLNDS (NATIONIAL DESIGNLSPEC,bBBRAAFIN)OAANTRTP'ES. ALPINE ,9 �6 • 7, 4 a�6� 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/H,SS)GALV. STEEL.APPLY ''99 R7' � 70T.LD. 4 2.0 PSF S EQN- 638328 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. /�` ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS n ITW BUII(IIng Components Group,Inc. DESMIGN SHOWNCATESTHECSUITABILITY PANDFUSEIOFATHISGCOMPONENTRFOROANY BUI DG I INSLTHEORESPONSIBILITYMOFNTHE EXP. i/_- OUR.FC. 1 .15 FROM KTC Sacramento CA 95828 BUILDING DESIGNER PER ANSI/TPI 1SEG. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 716 r • E THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - J806) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.10 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 W :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load and 0.13" due load applied per IRC-09 section 301.5. to total load at X = 2-11-7. 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. A 71-11-13 R=161 U=74 8 I 4-3-5 k 0-3-8 0-7-0 =/ I, 1 N 418-0-0 R=104 4X6(63)(') III 1 ' •J- 5-6-7 E< 5-7-8 Over 3 Supports ={ R=317 U=17 W=5.5" RL=126/-46 Design Crit: IRC2009/TPI-2007(STD) t'4ikv RRQ,cF• 0 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.1 4+Ifae.1";�' ` :1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "'WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION. IANDLING, SHIPPING. INSTALLING AND BRACING. !447 n.. q,F 1,.s R ISP TC LL 2 5.0 PSF 3901 NE 68th SL,Vancouver\6'A REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 030 4 r'' REF R561-- 16559 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)ANO.TCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 - .a^ ENTERPRISE LANE, MADISON.WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - f TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE » A PROPERLY ATTACHED RIGID CEILING. -»"` • ROREGON qO/'1 BC DL 10.0 PSF DRW CAUSR561 12325156 •GROUP, NOT SH A COPY OF THIS DESIGN TOVI THE INFROM ON CONTRACTOR. IRE BUILDING COMPONENTSH1� veo S,,to �(`/6" BC LL 0.0 PSF CA-ENG TSB/CWC � ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS .3r !a V 9 IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BV AFAPA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA(W.H/SS/K) ASTM A653 GRADE 40/60 (W. K/H,SS) GALV. STEEL. APPLY ,,/ ' .C` �' TOT.LD. 42.0 PSF S EQN- 638331 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS A . EI12-'3 1-1 DUR.FAC. 1 .15 F ROM KTCIOW Building Components Group,Inc. IGNGSWCATESTHACCPITPRAOFEOALTHCMEPGT POYBBLUITNELYHFEORETNTU55ITHNTESacramento, BUILDING DESIGNER PER ANSI/TPI 1SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 URC 56 1 Z 1 6 P THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMtWNSIONS) SUISMI TIED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JCLC) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 23.39 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical deflection is 0.00" due to live load and 0.17" due load applied per IRC-09 section 301.5. to total load at X = 2-11-13. 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 T 4 28-6-13 R=47 U=26 I3 27-6-5 8 R=181 U=101 W=1.5" 24-10-5 R=265 U=148 W=1.5" ;-1 22-2-5 R=308 U=171 W=3.25" 0-7-0 T :' `' R=111 U=6 4_18-0-0 4X6(B3)(R) III 1.1 .•1= 5-11-4 >--3-10-4 >1< 4-0-0 >1`---5-1-2J 1< 15-4-15 Over 6 Supports =1 R=337 W=5.5" RL=359/-91 Design Crit: IRC2009/TPI-2007(STD) so PROlcFs PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. tv ". 1 ,.-� v Y:2 OR/-/1/-/-/R/- Scale =,25"/Ft. Trus-Way Inc 360-750-1470 **WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. a[��'S R TC LL 25.0 0 PS F 3901 NE 68 h St.,Vancouver WA REFER TO SCSI (BUILDING SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 5�� i 6 59 AP REF R561-- 16560 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND AICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 47 (r- - ,,,, Tr _ ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. v OBEooN .,',,i,' BC DL 10.0 PSF DRW cnusRssl 12325157 ♦•IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS r Emir ALPINE IN CONFONC. SHALL NOT TPBE RRESPONSIBLE EIFOR ANY ANYDDVIATIOIIPFFROM M THIS STDESIGN: ANY NYAF FAILURE TO TOUBUBUILD THE TRUSS y �f�PO� cy+� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BV gF6PA)AND TPI. ALPINE `gE'i�3J j SI 5Jzak CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALT. STEEL. APPLY tt'10 W C. TOT.LD. 42.0 PSF S EQN- 638352 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX 03 OF TPI1-2002 SEC.3. A SEAL ON THIS ITA BUII(IIngComI)ORCRtsGrUUP,IIIC, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT _XF 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,ngComp ensA Gro 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. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIIF?ENSIONS) S)BMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JDO4) F Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located e 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 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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.02" due to live load and 0.06" due to total load at X = 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. V 20-10-13 3X4111 R=150 U=47 8 4X6(B3)(R) III if - 1� k 0-3-8 18-7-8 0-7-0 / ,, 1 I 0-7-8 R=74 / go.----", 18-0-0 3X4= 3X4 III L.-1-0-0 >Ic -3-10-15 >L 2-1-13 >) r 2-5-8- >I< 3-5-12 2-5-8 -I— 3-5-12 r 5-11-4 Over 3 Supports R=257 U=15 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) I `� PRC1A .5' PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.► c'.4..,61, :1 OR/-/1/-/-/R/ Scale =.75"/Ft. Trus-way,inc 360-750-1470 —Lumen— TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4 ''14°59 _�'}, TC LL 25.0 PSF REF R561-- 16561 _ 3901 NE 68th SL,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 i8 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 X `. �"�' ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES FRIOR TO PERFORMING THESE FUNCTIONS. UNLESS / --<^" TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIOID CEILING. \c,. .^`r q OI'IE N '` of BC DL 10.0 PSF DRW CAUSR561 12325158 '.IRIPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 4 (-7;.'i � GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �.J F'''C',-7,‘' ��9 qv BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE = DIESIGNFCONFORMSWWIIHTAPPLICABLERPROVISIONS OFLNDS (NATIONAL OEZS,GNLSPEC,66VRTF6Pq)0F RTP'ES ALPINE PP q ld$p c�4� - CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60(W, K/H,SS)GALV, STEEL. APPLY 6�FfA'�tFj .tiASS�4 TOT.LD. 42.0 PSF S EQN- 638355 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS . TL L'... I--- _ DUR.FAC. 1 .15 FROM KTCITW Building Components Group.Inc. AGNGSWNCATESTHPTPROFESSIONAL GOETREFSPOBBYINHFEDRETONTSRSacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 URC561_116 11/20/2012 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) S)BMITTED BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — JD06;) ` Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 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 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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.11" due to live load and 0.27" due to total load at X = 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. I ., 22-2-13 R=193 U=80 `� 8I 3X4 III ►. 0-3-8 �, 18-7-8 0-7-0 "ijimmummillillid - R=83 0-7-8 +18-0-0 4X6(83)(•) III 3X4= l3X4111 Lc 1 ' 1.-c 1„13 5-10-15 2-5-8 >l< 3-5-12 >1 2-5-8 —I— 3-5-12 < 5-11-4 Over 3 Supports > R=331 U=17 W=5.5" RL=134/-48 Design Crit: IRC2009/TPI-2007(STD) 1), PRO,�E PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 4o ' i'•. Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft, Trus-Way,Inc 360-750-1470 ...WARNING.' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING. INSTALLING AND BRACING. REF R561-- 16562 3901 NE 68th St,Vancouver SVA NORTH LEEBSTREET, SUITEN312EXANDRI ALA, VA, 23 )HAND 2WTCAB(WOODD TRUSS COUNCIL POFTEAMERICA. 6300 '1 46 5 g a i TC LL 25.0 PSFS ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS — TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. ¢ `m��' ------ ,{ A 4INPORTANT4iFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTSL14 P `h• �'tN IF BC DL 10.0 PSF DRW CAUSR561 12325159 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS {j P bi ,p��"�d BC mow ALPINE I IN CONFORMANCE WITH TPI:OR FABRICATING. HANDLING, SHIPPING INSTALLING b BRACING OF TRUSSES. —C, 2 V3 d LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE IIPp .3 �✓ CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K) ASTM A6S3 GRADE 40/60(W, K/H,SS) GALV. STEEL.APPLY r/4 3A1HRe C}` TOT,LD. 42.0 PSF S EQN- 638358 PNATES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS NTOIS. € Tf ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL OE PER ANNEX q3 OF TPII-2D02 SEC.3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITVV Build ing Components Group. AN Inc. DESIGNHOWN SCATESTOECSUITABILITY DFUSEI OFATHISGCOMPONENTRFOROANYBBUILDING ISLTESPO HEORNSIBILITYMOFNTOE 1 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, 11/20/202 SPACING 24.0" JREF- 1 URC561 Z16 W • " y THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIIItENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JDO8) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.89 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 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 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. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 11 23-6-13 8 I R=61 U=30 a 22-2-5 tat 3X44- R=172 U=83 W=3.25" 0 41. = 1'AI 18-7-8 0-7-0 /.—moi,. — 0-7-8 3X4--- R=146 U=33 �— -T— `� 18-0-0 3X4= 4X6(B3)(R) III 3X4 III 1 ' >IL< 5-11-4 > 1-9-15-->i 2-5-8 I 2-5-8 3-5-12 2-5-8 I` 3-5-12 -1 ..‹E .-.7-I7-10-15 Over 4 Supports R=335 W=5.5" RL=177/-57 Design Crit: I RC2009/TP(- 07( D) S� Pi QFee PLT TYP. Wave FT/RT=8% O%)/4 1 10.03. q; g'w eirlic;, - :1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trn$-Way,Inc 360-750-1470 ...WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SNIPPING. INSTALLING AND BRACING. (4-'146591� TC LL 25.0 PSF 3901 NE 68i1,St.,Vancouver WA REFER I BCSI (BUILDING COMPONENT SAFETY N FABRICATION, PUBLISHED BV TPI (TRUSS PLATE INSTTUTE. 2Vl A NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 223,4)AND MTCA(WOOD TRUSS COUNCIL OF AMERICA, 63OD REF R561-- 1 6563 ENTERPRISE LANE. MADISON. WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS y.'� TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. F& -^'� q E O;EOfiN BC DL 10.0 PSF DRW CAUSR561 12325160 ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 0l[-� tA �� ALPINE GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 'F"` .4 W T,10 4a( BC LL 0.0 PSF CA-ENG TSB/CWC ii IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. 4l yy,�.. �A CONIES CONFORMS WITH APPLICABLEADOF20 PROVISIONS H/NDS(NATIONAL05311 DESIGN SPEC,/6 (N gWSPA)VZH.S AND TPI. ALPINE J/.f�Ayr 4£ ` -, TOT.LD. 42.0 PSF HON-- 638 3 6 1 CONNECTOR PLATES ARE MAGE OF 20/l8/VISA(W,H/SS/X) ASTM A653 GRADE 40/60(W, N/PASS)GA LV. STEEL. APPLY �9$$�r6� PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i)SHALL BE PER ANNEX 03 OF TPI1-2002 SEC.3. U SEAL DN THIS `- - - DUR.FAC. 1 .15 F ROM KTC ITW Building Components Group Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI , SEG. z.,Inc. DR NNSINDIC.ATESTHECSUI,ANIEITV ANOFUSS OFATHESGCDMPONENTRFOROANYBBOILD IMG LELTHEORETPONSIBILITV"MOOFNEHE 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DI•ENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JD10) i Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.55 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 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 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. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 �( 4I 24-10-13 R=128 U=66 8 8 22-2-5 3X4 R=238 U=120 W=3.25" MN MWS :( `mm 18-7-8 0-7-0 m 0-7-8 33X4= R=146 U=36 'VI ` 18-0-0 3X4 4X6(63)(R) III 3X4 III LE.1 '=.< 5-11-4— � 4 3-9-15 -1 2-5-8 I 3-5-12 F--- 2-5-8 1— 3-5-12 1 9-10-15 Over 4 Supports >1 R=335 W=5.5" RL=223/-66 Design Crit: IRC2009/TPI-2007(STD) ,`.GPROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03Q L;, I,4..'� , Y:1 OR/-/1/-/-/R/- Scale =.375"/Ft. 3901 NE 68thIc St.,Vancouver WA RE1470 NFEERRTO BCSI TRU`BUILOING SES REQUIRE COMPONENME CARE SAFE Y I NFORMATI FABRICATION. PUB�SHEND BY TPSHIPPING. (TRUSSINSTALLING NSTND UBTEC 2 81. fp♦� KS-f'I 659 �"pgTy{ TC LL 25.0 PSF REF R561-- 16564 EET ENNTERPRISESLANE,MADISON,1 WI AL53719)I FORSAFETYPRACTICESPRIOR PERFORMING NTHESE FUNCTIONS. UNLESS 6 f£t z_.,,,",',,,„'"- TC DL 7.0 PSF DATE 11/20/12 p OTHERWISE INDICATED TOP CIIORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY MAGNER RIGID CEILING. ., OREGON I ,j /� "IMPORTANT•'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS , -'OREGON 6 ip Bli DL 10.0 PSF DRW CAUSR561 12325161 now ALPINE 1 INOCONFORMANCEALL NOT WITH TPBE OR FABRICATING, HANDLING,LE FOR ANY TSHIPPING ROM THIS DESIGN,INSTALLING 8ANY BRACAINGURE TO OF TRUSSES. THE TRUSS '7. 87420 7, i,�Q�y v,£ BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE `.'QIP?/4 cD TOT.LD. 42.0 PSF SEQN- 638364 CONNECTOR PLATES ARE MADE OF 20/1H/16GA(W,H/SS/K)ASTM A6S3 GRADE 40/60(W. K/H,SS) GALT. STEEL. APPLY k' PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ., ,,.-° ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC., A SEAL ON THIS ITW Building Components Group..Inc. DESIGN SHOWECSUITA NCATESTHBILITV PANDUSEIOFATHISGCOMPONEN RFOROANYUILD BING ISLTHE RESPONSIBILIT OFNTOEr-"•_XP -1',-3-i-13 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC5 6 1 Z 1 6 II/20/2012 — f } THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SHBMITTED BY TRUSS MFR, (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JD12) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located P 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 p Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g): 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 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. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 I _ L 26-2-13 --i— R=64 R=64 U=34 1411 74-10-5 8 - R=195 U=103 W=1.5" 22-2-5 • 3X4 i R=241 U=125 W=3.25" ,0 • �� ill.. 4h ® 18-7-8 0-7-0 i .....: 0-7-8 3X4--- R=146 U=40 --r- 3X4= 4X6(B3)(R) III 3X4 III 1.1 .-1, 3"4 5-11-4 �...._.< 3-10-4 = 1-11-11J I 2-5-8 ,I6 3-5-12 r: 2-5-8 -I_ 3-5-12 11-10-15 Over 5 Supports • R=335 W=5.5" RL=270/-75 •Design Crit: IRC2009/TPI-2007(STD) t) rR0P& PLT TYPyy. Wave FT/RT=8%(0%)/4(1) 10.03.17, fj1/.'/' }f#`• Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. T3 Orl NE 68th St.,Vancouver WA NORTH LEEEBSTR ET. SUITEN31ffic Ma-75044W "WARMING" TRUSSES 1RE EXTREME CARE IN 2, ALEXANDRIA, VU, 223141CATION, HANDLING. SHIPPING.)OND W C e OO TRUSSI COUNCIL POF EAMER CAA, 6300 p�AND BRACING. .. ' 465 4� T(C� LL 25.0 PSF REF R561-- 16565 ENTERPRISE LANE. MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 'f// TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 1�4 [ y' '.IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS op,E'VIC f,, , BC DL 10.0 PSF DRW CAUSR561 12325162 Env ALPINE I INOUP, INC. SHALL CONFORMANCEE WITH ORPONSIBLE FOR ANY DEVIATION FABRICATING. HANDLING, SHIPPING,THIS INSTALLING&ANY BRACINGURE TO BUILD OF TRUSSES. THE CROSS 4k A�,�T���c�~a BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE '-',7'71111. +e {� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/K) ASTM A653 GRADE 40/60 (W, K/H,SS)GALV. STEEL. APPLY /41111V`G'' • TOT.LD. 42.0 PSF S EQN- 638367 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �%.TSq ,. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS _ _ _ DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RcSPONSIBILITY SOLELY FOR THE TRU55 COMPONENT j-i_r' Sacramento,CA 95828 DESIGN SHOWN. HE SUITABILITY AND USE OF TH15 COMPONENT FOR ANV BUILDING IS THE RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 U RC56 1 Z 1 6 • s 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — JD14) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located r 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 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 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. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-3 27-6-13 R=131 U=71 8 F _ 24-10-5 R=262 U=143 W=1.5" til .22-2-5 3X4 T R=242 U=129 W=3.25" 0-7-0 L22 18-7-8 : 0-7-8 \l E T T 3X4= 0 18-0-0 3X4= 4X6(83)(R) III 3X4III R=146 U=43 L1 '.1-= 5-11-4J < 3-10-4 ›J.‹ 3-11-11 >� 2-5-8 3-5-12 I 2-5-8 >I< 3-5-12 -I F2-5-8 3-5-12 13-10-15 Over 5 Supports I R=335 W=5.5" RL=320/-84 Design Crit: I RC2009/TPI-2007(STD) ti) PRC1Fic,,7n PLT TYPyy. Wave FT/RT=8%(0%)/4(1) 10.0 Y, ►,a .� Y:1 /OR/-/1/-/-/R/- Scale =.275"/Ft. LING 3 01 NE 68'1nc 360-750-147 0 ...WARNING..TRUSSES th St.,Vancouver WA NORTH LEEBSTREET(BSUITEN31I2 ALEXANDRIA, VA. 223 4)AND N CA RE EXTREME CARE IN FABRICATION, WOODT TRUSSIp C1OUNCIL POFNG. L EAMER CA. 63OO >rWy-." 14659 ;C' TC LL 25.0 PSF REF R561 - 16566 ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS .GTC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GvN BC DL 10.0 PSF DRW CAUSR561 12325163 �P ALPINE I NTCONFI A6CEWITHLL TTPB ORSPONSIBLE FABRICATINGR RNDLINGANY pTSHNP INC. LLING 6 DACINGFROM THIS DESIGN, ANY URE TO OF TRUSSESD THE TRUSS -i� (88�4^°+.7,,t5a d%1 BC LL 0.0 PSF CA-ENG TSB/CWC 91/ CONIES OR PLATE WITH MADEI OF 20 PROVISIONS OF NDS(NATIONAL 5 DESIGNRADE SPEC. (W AFAPA) AND TPI. ALPINE '`S' J4 CA. ' TOT.LD. 42.0 PSF S EQN- 638370 CONNECTOR PLATES ARE MADE OF 20/18/UNLE S OTHER/R)ASTM TED GRADE dOESI (W, A/H,SS)GALV, STEEL, APPLY 5� PLATES PO EACH FACE OF TRUSS AND, UNLESS SHALL LOCATED AS THIS T DESIGN, POSITION PER DRAWINGS THIS. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX AS OF BIL TV 002 SEC.3. A SEAL ON THIS __ __ _ DUR.FAC. 1 1 5 FROM KTC ITW Building Components Group,Inc. o SIGN SIINNWWNCATESTHECSUITABILITTY ANDFUSEI OFATHISGCOMPONENTRCOB ANYBBUILDINGO ISLTHEDRESPONSIBILITOVI''OFNTOE ` Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC56 1 Z 1 6 11/200012 — k • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) 9UBMITTEO BY TRUSS MFR. (124323 LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - SJ02) W Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 7. Bot chord 2x4 DF-L #1&Bet.( ) 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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-09 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. NI _40_19-6-13 8 R=44 U=21 1-10-5 b 0-7-0 11111111 \/ i MIx 0-3-8 18-0-0 V - 4 161211 4 R=33 4X6(83)(R) III L---1-0-0 >t< 1-10-15 0-1-13 F1-11-4 Over 3 Supports - R=171 U=19 W=5.5" RL=53/-29 Design Crit: IRC2009/TPI-2007(STD) OP PROPtS•_ PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 4 �„ _,' §Y:7 OR/-/1/-/-/R/- ' Scale =1"/Ft. Trus-Way 68th 360-750-1400 WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING, Lts 3901 NE 68111 St.,Vancouver WA REFER T°8CS1 (BUIDING COMPONEN SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 pp� Y f 1 W 6 �— TC LL 25.0 PSF REF R561-- 16574 ENTERPRISE IANE, MADISON,1 WI AL53AN01 FORSAFETYPRACTIICESCPRIOR OTT°PERFORMINGTHESE FUNCTIONS. UNLESS F ' ✓'f B– OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 44 .>�' r,+ TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED MINIM CEILING. g C"—' OR��~•EGGI(� �5 BC DL 10.0 PSF DRW CAUSR561 12325164 *'INVGRTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS �r / ALPINE I GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS •,fAw °jfc.x, tPOa� itrs„"' BC LL 0.0 PSF CA-ENG TSB/CWC mow IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES �Tf L DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL.DESIGN SPEC, BY AF/PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W.H/SS/X)ASTM A653 GRADE 40/60 (W, R/H.SS) GALV. STEEL. APPLY . fZ \�I'' TOT.LD. 42.0 PSF SEAN- 638318 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS „� DUR.FAC. 1 .15 FROM KTC ITW BuiWin Components Group.Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT .,� 2-31-.!., Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR PNY BUILDING IS THE RESPONSIBILITY OF THE 11/20/2012 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0” J REF- 1 URC 56 1_Z 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - SJ04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located r 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 :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. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Deflection meets L/240 live and L/180 total load. Creep increase factor load applied per IRC-09 section 301.5. for dead load is 2.00. Unbalanced snow loads have not been considered. 4 • 11 0-4-3 4 20-10-13 8 I R=102 U=48 3-2-5 4 0-7-0 j Ell ci. 18-0-0 R=55 U=19 / 777' MIMI 4X6(83)(R) III L-1-0-0 >< 1-11-4— >Ic 2-1-3 =) I3-10-15 Over 3 Supports %i R=210 U=10 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) �S D PROF�4S' PLT TYPy. Wave FT/RT=8%(0%)/4(1) 10.03.t- 1.100.11:,-,,s. :,. . •7 OR/-/1/-/-/R/- Scale =.75"/Ft. 3901xNE 68th St.,Vancouver WA .'WARNING'.TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 4i7 -71465g g TC LL 25.0 PSF REF R561-- 16575 REFER TO%- (BUILDING COMPONENT SAFETY NFORATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 21W :C ' {� NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA, 22314)ANO WT(:A(WOOD TRUSS COUNCIL OF AMERICA, 6300 _ ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - _s—" 1- TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE `: 3 A PROPERLY ATTACHED RIGID CEILING. E5. OREGON $ BC DL 10.0 PSF DRW CAUSR561 lzszslss CTOR. ITW BUILDING 1 •.114,EMR14111rr..FURNISH A COPY OF THIS DESIGN TO THE INS1ALLATION NOCCONFOR CONFORMANCE WITHTPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING BRACINGOF TRUSSES. THE TRUSS $ p 7,, g {>, INC. SHALL 5� .\�+ BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE 1'p DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE "l4itTW_ TOT.LD. 42.0 PSF SEQN- 638322 CONNECTOR PLATES ARE ADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60(W. K/H,SS) GAL, STEEL. APPLY — 3q PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS _ 2_3 --,,_; DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc, OESWGNGSINONCATESTHE'SUITABILITY ANDFUSEIOFATHISGCOMPONENTI FOROANYBUILOINGOISLTHEORESPONSIBILITYMOFNTHE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11020/2012 SPACING 24.0" JREF- 1 URC561_Z1