Loading...
Plans (2) A4 5 7.40 12-- v c6 LL 1(vs(,. sw �,✓e1/kiiif pcE D �e ma w$ ==x >aiiQLa 16'6" a� 14'6" a ccw' NOV 27 2012 lil µ TIGARD 9os t iv, v r,. v' cv CI N `r �! o 8' I 8-I 8I DINGDNlow 4N M �' r w JA06(O 6D 90 I I I I o' N. O I�:��_,I J ) rill_� am�0,I1....E.....I�IfaiLTD_ �� S S �, Fes.Ndfir, I — — �1-- ,�Is��a� Pi 111111111111116. DRAG STR► . 2500# SHEAR" IICOFFER " II TO9II I _ Pati I' 111 u CoRA co in co F 0 ii T06 _ _ , - - - - ii IID EAG_s_TauT 2500#. _di R T03 iiO4C6b 9— — — — —— 0 v II 113 MI .J0, it II . 04 0, COm IJIJII " '' S S I •J0. SY' A ►.Ia+il�l�l�lm.l J1:04(1UTY=') 12" p I, I i1ll I,�;I 1 I I (,' O O O O I Q. 8 P� 17(Q,Y=7) I I I os M I 'I j 8 I I I I I B"8 co w 2m Oz c A A 12' _ 7'9" a 11'3" Orn c% > W¢m ml8 l w QW ._OD - 31' a _i_iaozz av Cvv m c c E �c .o.o LEGEND HOMES WWW ir PLAN ASPEN B JOB NO: 8/12 PITCH 124323 1 '-0 O/HS LOADING 42# PAGE NO: 1 OF 1 , L ca 3' 39, 0 9°8 3> e I� V) Itall'- 1 lI_I I I IldIIII♦II1 •• I I, Jo, bH —CI n. IpIII c..,-. .: sNo nu , m IiiiII pII , ••Im_ = °m o1 II'Ti8 I cI II I00 -ozm u) 1 'il ►Z I = > z y w OL III it I1 0 � 0 � p _ _ 114 III IID I = II II —11— —all — J;_C -P a zQ '96 6 �l II 10 11 rn o --_ 114 I I CD m ZS II 11 111 1 r cn �'== ii 11 ,� a it II m �,o II o 1_, III cn _ cr, JJ4 ` __ �� 107(C:1Y_6 III 0 LOS_ rn O III �_ Jt 06 i 11 III I1 0 Tit -- I Js1 ill,. IH., I� ,1 I , 1 , , I 1 1 !® a 3 e 38' 05 ....BNa1 .... 43' Customer:LEGEND HOMES O > O Owner:PLAN ASPEN B m w 00 Plan:ASPEN B (503)265-2615 Vancouver {503)285-2515 Portland z G'POz Salesman:Greg Martin 350)750.1463 Fax " iR !i .l 1$77-577Toll Free Elevation:<Not Found> Elevation:<Not Found> service-Duan y-mte9dy 3901 NE 65th Street "The Builders Choice" Vancouver,WA 96331 R (124323-LEGEFWO HOMES ' PLAN ASPEN B -- WILSONVILLE, OR - T01) r , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) St5BMITTED 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 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): 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. Special loads Calculated vertical deflection is 0.02" due to live load and 0.09" due to total load at X = 8-11-8. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 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 lb Conc. Load at 4.00, 8.00 BC- 120.00 lb Conc. Load at 5.94 E Wind loads and reactions based on MWFRS. 8 I8 4-7-0 V l' 0 0-7-0MI 1111 M/ -7-0 5X6= 4X6(63)(R) III 4X6(83)(') III 1< 6-0-0 + 6-0-0 L. 6-0-0 J_ 6-0-0 J 12-0-0 Over 2 Supports 2'I R=1156 U=255 W=5.5" R=1081 U=226 Design Crit: IRC2009/TPI-2007(STD) VS, PRpP6 PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.E .fi,: =, pr. 'S' TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. CO. �J6,Js `qy 3901 NE 68th St.,Vancouver WA NORTN LEEBSTREETfBSUITEN312ALEXANDRIAETVq'N223q)IAND W CAB(WODDD TRUSSI COUNCIL POFTE MERICAUTE 6300 Lid �,r 6 5 :911r \ T(C� LL 25.0 PSF REF R561-- 16533 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS L - 4 TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SWILL HAVE ) / _ ,_ <'" R PROPERLY ATTACHED RIGID CEILING. 'i 4, - "P` n BC DL 10.0 PSF DRW cAUSR561 12325121 "IMPORTANT*.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON t„," BC mow GROUP, INC, SHALL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN! ANY FAILURE TO BUILD THE TRUSS 4$',. aOj 'y LL 0.0 PSF CA-ENG TSB/CWC ALPINE I N CONFORMANCE WITH TPI: OR FABRICATING, HgNOLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. 14.�4�FF DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE �"./ , '''7' �� 9. CONNECTOR PLATES ARE MADE OF 2O/10/16GA (W,H/SS/K) ASTIN A65)GRAVE 40/60 (W. K/H.SS) GALV. STEEL. APPLY - f/ e V ,' TOT.LD. 42.0 PSF SEQN- 638401 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1OOA-2. ANT INSPECTION OF PLATES FOLLOWED BV (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS "-""' DU R.FAC, 1 .15 FROM KTC ITW Building Components Group,Inc. DESWGNGSHOWNCATESTHECSUITABILITV PANDFUSEIOFATHISGCOMPONENTRFOROANT BUILDINGOISLTOEORESPONSIRILI TY OF THEEXP. ?'` -1` Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC5 6 1 Z 1 6 11/2w2n 12 - f 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SI!BMITTED BY'TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T02) 1 Top chord 2x4 DF-L #1&Bet,(g) :T2, T3 1.5"x5.625" DF-L SS(g): 2 COMPLETE TRUSSES REQUIRED I 2 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 Top Chord: 1 Row @ 7.00" o.c. Connectors in green /umber (g) designed using 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. TC- 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 10X14% 3X4= 4X6-- 2X4111 OC, increase factor for dead load is 2.00. /!110 CU ► 10X14 o.- T2 D T3 4410 -7 8 8 r W2 W4 4-6-5 0-7-0 L W6 0-7-0 T (// D 1 I � o- (1) 18-0-12 2X4 III 4X8= 6X10-r: 2X4 III T 5X6(63) = H0514= 5X6(63) L1 ,J L1 J H 5-10-15 6-2-13 6-8-8 s"la 5-5-4 li : I< ,I< 6-2-14 _ 5-7-0 '1�I 6-8-8 6-8 8 6-6-12 5-7-0 L, 5-10-15 ,I. 19-6-0 ,I, 5-7-0 -J H31-0-0 Over 2 Supports R=3862 U=652 W=5.5" R=4018 U=679 W=5.5" RL=2500/-2500 Design Crit: IRC:2009/TPI-2007(STD) 'Op PROF�cv" PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03. 3, t ,.--.� Y:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way Inc 360-750-1470 '•WARNING•' TRUSSES REQUIRE EXTREME CARF,YIN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 41:, s + TC LL 25.0 PSF REF R561-- 16534 3901 NE 68th ORTH St.,Vancouver WA NLEE STREET, SUITEN312 ALEXANDRIA, VA, 223 44)IANDCAB W (WOODO TRUSS COUNCIL POFTEAMER�gUTE. :;g0A �P` 14 f(// 1 6 59 t ENTERPRISE LANE, MADISON,WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 9U Rf ...s::::.„.. ...-4.4..._- , 1 TC OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE CCP �.-+� DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. 0 CA ..•'"'� pRE00ry BC DL 10.0 PSF DRW cAusassi 12325122 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 1 . `�,{'g,{,f(L GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ap f)i,^ i- �d',d imw ALPINE I IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. w-jl�� �W�Wr r BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE `�`,7-� �yQ TOT.LD. 42.0 PSF S EQN- 638476 CONNECTOR PLATES ARE MADE.OF 20/10/16GO(W.H/55/R) ASTM ARTS GRADE 00/GO(W, K/0,55)GALV. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1AOA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. DrSEAL ON THIS 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN -_ "j2-31_1 3 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. HE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 URC5 6 1 Z 1 6 (124323-LEGEN6 HOMES (PLAN ASPEN B -- WILSONVILLE, OR - T03) I ) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUIBMITTED BYITRUSS MFR. 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 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. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. H0912 / H0912 _ 3X4= 4X6= 2X410N4 T2 . ED 0 N .1 8 T3 W2 W4 8 rA5-10-5 W6 0-7-0 0-7-10 T C5501 IIIIEr- I I I {} 4 18-0-0 4X6(62)(R) III 2X4111 4X6= H0308= 5X8= 2X4111 4X6(82)(R) III L1 L1 'J FE 5-5-4 6-8-8 6-8-8 6-3-0 3"11 5-7-0 5 5-4 'I` + JJ 6"8 8 I 6-8 8 6-6-12 _�` 5-7-0 'I L_ 7-10-15 -I, 17-6-0 ,I, 5-7-0 ,j FE 31-0-0 Over 2 Supports >I R=1413 U=237 W=5.5" R=1412 U=237 W=5.5" RL=158/-158 Design Crit: IRC2009/TPI-2007(STD) -,i,p PROFFe; PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10,03.$911-A Ci ,! 1- 1, ' :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. fi(C4 44-'14659 46 5 9 '� ' TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET. SUIREFER TO BCSI TE N312, ALEXANDRIA, VAG COMPONENT SAFETY.N2223319)IAND WTCAB(WOODD BYTPI COUNCIL POFTFAMERICAUTE, 6300 ¢� REF R561-- 16535 ENTERPRISE LANE, MADISON. WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -----4--=- TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SWILL HAVE - 4 A PROPERLY ATTACHED RIGID CEILING. y --��ypE6h f BC DL 10.0 PSF DRW CAUSR561 12325123 "IIIIPORTAMT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS >� --'6-R;;)ti \d EnvGROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS �'-'' ''G 7, 1.0 AS.� BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. `Jf i DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE g�V,� CONNECTOR PLATES ARE MADE OF 2O/19/16GA (W,H/SS/K)ASTM AOS3 GRADE 40/60(W, K/H,SS) GALV. STEEL.APPLY � �*aJ TOT.LD. 42.0 PSF SEQN- 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(1) SHALL OE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS B .Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN 1:7-S.;-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR OUT BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1URC561_Z16 11/20/2012 r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SISBMITTED 8?'TRUSS MFR. (124323-LEGEND HOMES 'PLAN ASPEN B -- WILSONVILLE, OR - T04) T ) Top chord 2x4 DF-L #1&Bet.(g) :T2, T5 1.5"x5.625" DF-L SS(g): Truss transfers a maximum horizontal load of Bot chord 2x4 DF-L #1&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. Drag Loads: Force(#) (PLF) Mbr Start End Connectors in green lumber (g) designed using 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 load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.16" due to live load and 0.35" due 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. 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 �� 0 `f1 0 8X10 % 3X4=A4X6= � � 12 Lp 0 O 4i2 * . ) ■ D 15 (6) 447-2-5 8 W5 0-7-0 __L W9 0-7-0 I 0 : a 4. H0308= D 1- 18-0 _ 5X6(B12R) / 3X6= 5X8= 5X6(B12R) o� L1 J L1 ...I 5-5-4 4-5-11 J2-2-13.. 1-3-8 1-1-8 3"11 _I_ 4-3-8 ,j_ >,2-6-14_1 3-8-2 �,< 5-7-0 5-5-4 6-8-8 6-8-8 6-6-12 5-7-0 L. 9-10-15 J_ 5-7-1 J_ 9-11-0 ,I, 5-7-0 ,j 31-0-0 Over 2 Supports 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) .01,p PRaIF,,F PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10.03. Fsta, ..s _.:t "•'`. :1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way Inc 360-750-1470 "HARMING"TRUSSES REQUIRE EXTREME CURE IN F0.8RICAT ION. HANDLING, SHIPPING. INSTALLING AND BRACING. � TC LL 25.0 PS F 3901 NE 68th SL,Vancouver WA REFER TO BEST (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 , 146.-y �' NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTC,I(WOOD TRUSS COUNCIL OF AMERICA, 6300 �, 5/ ��*�- -•'/ REF R561-- 16536 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE "�` .. 6 TC D L 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING, I( : _-'-.. 1 J y�. MOM -' d BC DL 10.0 PSF DRW CAUSR561 12325124 'w IMPORTANT LL NRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV/BUILDING COMPONENTS ° e.� (�1: p mow ALPINE IN GROUP. INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �((py C�'� T1 0 {3 Cfl BC LL 0.0 PSF CA-ENG TSB/CWC i ESIGNFORMANCE CONFORMSWITH WITHTAPPLICABLER RPROVISIONSAOFLING, SHIPPING.NOS (NATIONAL DESIGNLSPEC,ABYRAFAPA)CING OANDRTPI. ALPINE (A} C'i CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/SS/K) ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL. APPLY -f Ag ,CP e. 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(I) SHALL BE PER ANNEX A3 OF TPI,-2002 SEC.3. A SEAL ON THIS ITW Building Components Group.Inc. NGSINDICATESTHACSUITANILITY ANDFESSIOFATHESGINEERIENTREORONSI BUILDINGOLELTHEORETHE GRBILITVMPONENT viii. I=-J I-I OUR.FAC. 1 .15 FROM KTC ROARING E Sacramento,C495828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1URC561 Z16 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR, r (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. r :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" due to dead load. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.12" due to live load and 0.34" due 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 @ 24" OC. H0912% H0912 3X4= 4X6= fl ED U ` 8-6-5 8 T2 - O T3 8 W2 W5 0-7-0 W7 _L0-7-0 il A T H0308= �_ l s- o-o 4X6(82)(R) III 4X6= 5X8= 4X6(62)(R) III L1 'J L1 ,J Fe 5-5-44-1-9 ,1_ 2-4-1 6-11-5 >F<2-6-14 , I 3-8-2 5-7-0 5-5-4 6-5-11 6-11-5 6-6-12 5-7-0 L. 11-10-15 ,J_ 13-6-0 —I- 5-7-0 � 31-0-0 Over 2 Supports 'I 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) ,:to P60�� PLT TYP. 20 Gau.e HS,Wave FT/RT=8%(0%)/4(1) 10.03, '< ,it. rTY:1 OR/-/1/-/-/R/- Scale =,25"/Ft. Trus-Way,Inc 360-750-1470 .OiARNIE TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. y� REF R561-- 16537 yy REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 �-t F� TC LL 2 5.O PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ,e' 1 4 b 5 Oy S ENTERP OTHERWISE EINDICATED TOPNCHORD SHALLB)HAVERSAFETY PROPERLYPATTTTICES PRIOR TO ACHED STRUCTURALEPANELSNANDHESE BOTTOMNCHORDSSHALLNLESS , HAVE �� TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. H g V �rp��e'� d BC DL 10.0 PSF DRW CAUSR561 12325125 ..IRIPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS EIEGON GROUP, INC. SHALL .rr now ALPINE EE'S=EO MMSWITHTPIE ORSEBTgATINGR HANOLING.X1-FROM G THNSTALLING bANY BRACFAILURE OF TRUSSESBUILD THE TRUSS 4'E'0 A��$q [,yM BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BV AF&PA)AND TPI. ALPINE ''Js 7''' q- CONNECTOR PLATES ARE MADE OF 20/16/16GA(W.H/SS/K)ASTM A6S3 GRADE 40/60 (W, K/H,SS)GALV. STEEL. APPLY 7Z - TOT.LD. 42.0 PSF SEQN- 638495 \ PLATES TO EACH FACE OF 10055 AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1604 z. ANV INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS HOW DUR.FAC. 1 .15 FROM KTC11W Building Components Group,Inc. DWGGSINDNC,ATESTHUTCPAOSSOCNRNTRSNINELFE ETPENTSROMPNT EXP. 12-31-1: Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 URC56 1 Z 1 6 11/20/2017 (124323-LEGENf HOMES /PLAN ASPEN 6 -- WILSONVILLE, OR - T06) T I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIIBMITTED BYITRUSS MFR. 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.( ) anywhere in roof, CAT II, EXP BTC D Webs 2x4 DF-L Standard(g) , wnd L=4.2 psf, wind BC DL=6.0 psf r :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 I Building designer is responsible for conventional framing. lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun I nails(0.135"x3.5",min.) and diagonally brace per DWG. BRCALHIP0109. (*) Laterally brace TC below filler with purlins at 24" OC. 3X4 3X4 o Support hip rafter with cripples at 5-7-14 OC. i p T W6 W7 H0912 H0912 I11111111141111 3X4= 4X6==" 9-10-5 8 f fl 0 O 411 —1 8 . 12 (0) O T4 (0) W2 W5 \ 0-7-0 W9 0-7-0 D _ H0308-,,a u 18- -0 5X6(63)(R) III 4X6= 5X8= 5X6(63)(R) III L11 J L1 ,J 5-5-4 4-1-9 2-6-14. 1-s-14 1-s-1a 3'11 >lc J— �l< .J_ 3-6-12 _L ->1e2-6 14- I 3-8-2 �L 5-7-0 5-5-4 6-8-8 6-8-8 6-6-12 5-7-0 L. 13-8-10 0-2457-1 1-9062-58-3-15 _I, 5-7-0 J 1- 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) 1; PR0 PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.;645, ay s TY: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. 1 rd N 3901 NE 68th St.,Vancouver WA REFER TO SCSI NORTH LEE STREET`BSUIDENG COMPNENT 312ALEXANDRIAE VATY'N223Aq)IAND W CA(WOOD PUBLISHED BRUS5TPI COUNCIL PLATE AMERICA, 6300 TE 46 J 9 ', TC LL 25.0 PSF REF R561-- 16538 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 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 f A PROPERLY ATTACHED RIGID CEILING. - _ 1 INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS OREGON F- BC DL 10.0 PSF DRW CAUSR561 12325129 4Y1 I5��LIi 'GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TRUSSES.THE TRUSS '^ff � ALPINE � IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING 6 BRACING OF TRUSSES. �j� '�k`C a1 ti(s.�'L9 (�"•�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE `IT�hy.¢ - Q, CONNECTOR PLATES ARE MADE.OF 20/18/16GA(W,H/55/9)ASTM A653 GRADE 40/60(W. K/H,SS)GALV, STEEL. APPLY 4477 F Cts TOT.LD. 42.0 PSF S EQN- 638511 PLATES TO EACH FACE OF TRUSS PND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ff,'de ANY INSPECTION OF PLATES FOLLOWED BV(i) SHALL BE PER ANNE%A3 OF TP11-ZOO7 SEC3. A SEAL ON THIS DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,inc. DRAWING INDICATES ACCEPTANCEL OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 BUILDING DESIGNER TPER SAN51/TPIT1 SEC.C USC OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBI LI V OF THE EX . 2-31-1 mo' _ SPACING 24.0" JREF- 1URC561_Z16 11/20/2012 W I 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SIfBMITTED BYITRUSS MFR. (124323-LEGEND 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.( ) 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. 6X67-=- .21, T IE 5X60W3 5X6' 4, 41, 10-11-0 W2 8 F— 1 8 0-7-0 / 0- -0 T 41J s 18-0-0 4X6(B2)(R) III 5X6= 5X6= 4X6(B2)(R) III 1.1,-1 L1 'J IE 7-9-8 7-8 8 7-8-8 7-9-8 I 10-4-6 10-3-5 10-4-6 I-, 15-6-0 ,I_ 15-6-0 J I- 31-0-0 Over 2 Supports >1 R=1412 U=275 W=5.5" R=1412 U=275 W=5.5" RI_=285/-285 • Design Crit: IRC2009/TPI-2007(STD) 00 PRO, PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. '4,W, , %i✓. . Y:3 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 11�� 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTTUTE, 216 `4F 1 46 5 9 ' TC LL 25.0 PSF REF R561-- 16539 NORTH LEE STREET, SUITE 312. ALEXANDRIA. VA, 22314)qND WTCA(WOOD TRUSS COUNCIL OF AMERIA, 6300 �+ 1 ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1 -' % " S I TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE f 'I A PROPERLY ATTACHED RIGID CEILING. l P \--mew BC DL 10.0 PSF DRW cAUSR561 12325130 'IONENTS NION, NC.SH LL NOT RESPONSIBLE FORDANY Hl1NDL VIATIONFFFROM THIS DESIGN: ANY FAILURE E TO BUILD TESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING HEPTRUSS ' Cl .0,r+. !1,,g�„,,,,.r•'� BC LL 0.0 PSF CA-ENG TSB/CWC now ALPINE CONFORMANCE OR DESIGN CONFORMS WITH MAAPPLICABLE 20 PROVISIONS OF Nps (NATIONAL DESIGN SPEC. (B qK/H.SPA)AND TPI. ALPINE •,-..4°,..O W. `X ., TOT.LD. 4 2.0 PSF S EQN- 638439 CONNECTOR PLATES ARE APPS OF LE/1ROVISI (S,OFSNOS ASTM N653 GRADE SOEC (W, FXPASS) DA TPI STEEL, APPLY '<IAN T'^ J PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-2. ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DU R.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFE551ONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 2 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING 15 THE RESPONSIBILI V OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 1 r 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGENb 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 8, 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 I Ce=1.00, CAT 11 & 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% 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. T W6 W7 H0912% 5 H0912 3X4 4X6= 9-10-5 8 — 10 0 1 Q] 0 O D 4 8 T2 (H) T4 (*) W2 W5 0-7-0 W9 0-7-0 e I I i III N T T / I - 0, 184.4) 5X6(83)(R) III 4X6= HO308= 5X8= 5X6(6 (R) III L1 ,J L1 ,J 5-5-4 4-1-9 _1,2-6-14 1-s-14 1-s-14 3"11 5-5-4 8-8-_81_2-6-14 -8 8 >I< _L 6 8 18 _I_ �I�2-6-14 6-6-12 3-8-2 _l 4,-8- < 5_7_00 L- 1,3-8-10 0-2457-1 7I1-9[3&2-5 8-3-15 I x ,I, 5-7-0 ,l .-z 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) V0 P11°'4% PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03. •:4 ,1,,..- l; Y:1 OR/-/1/-/-/R/- Scale =.225"/Ft. Trus-Way,Inc 360-750-1470 •�NARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SNIPPING, INSTALLING AND BRACING. f ff 3901 NE 68th St.,Vancouver WA REFER TO BCSI (eU1LDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 t i 4 6 5 9 TC LL 25.0 PSF REF R561-- 1 6540 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 gg p' ENTERPRISE LANE.MADISON,WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS Y / ___ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �'^- TC D L 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. 9 ,____.q. ,F1(T) BC DL 10.0 PSF DRW CAUSRSO1 12325132 ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS YiRYVi �! GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ,6-f* gtbg -`pr BC LL 0.0 PSF CA-ENG TSB/CWC mow ALPINE 1 IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES, g b-7, L DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE Y9.IwSllSa` TOT.LD.LD. A 2.0 PSF SEQN- 638514 CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K) ASTM A653 GRADE 40/60(W. R/H,SS)GALV, STEEL. APPLY £ Wt `f F J PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION FED DRAWINGS 1000-Z. ANV INSPECTION OF PLATES FOLLOWED BV(I)SHULL 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 EXP. 12-31-13. OUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, 11/20/2012 SPACING 24.0" J RE F- 1 URC 5 6 1 Z 1 6 1 ~ I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND 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): (RR)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. 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. CI') -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 live 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 2X4111 3X6 III 3X6 III 3X8%A 4X6-- 4X6 3)(12= 2X4111 6X8= 5X8= ■ Am I- ill iiir11ii11i1i1iriiiiirligl iI� i� 865 As--- 3X4 ►.. ..., ' —1 8 5X6(F2) �• 5X6(612R) o� 0-7-0 l- 0-7-8 6-4.113111: T 5M2 5)(8 2X4 III T ltliMnillE 1-0-0 3X4= H0514(**) = 8X14= H1319= 2X4 III 4X6= — 18-0-0 1-0-0 3X5(**)(++) III 2X4 III 01612-1431` 2-10-0 c 4-1-9 6'}I= 4-6 7 7 28-6 8 4-7-11 4"3 v3-11-13 5-7-0 'I 2-5-8 l 2-11-12 1 4-8-5 -11-9-4 4-7-11 >I 4-5-13 5-5-4 11-10-15 _I 13-6-1 -i- 5-7-0 1,2-5-8-n I� _12-2-8 T 16_4_0 31-0-0 Over 2 Supports R==1476 U=257 W=5.5" R=1434 U=254 W=5.5" RL=223/-223 Design Crit: IRC2009/TPI-2007(STD) D PRO PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03• s ,144 }�Y: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, �i `r 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING 2, ALEXA SAFE Y INFORMATION), PA(ROTA BY TPI (TRUSS PLATE INSTITUTE, 630 ats b jEJ TC LL 25.0 PSF REF R561-- 16541 ENTEH RES SLANET, ADISE , WI AL3 )IF, VS, ETY1P)CTD SC II(WOOD IT CNGNTIE OF CTIOIS: LESS '-'7^^. I TC DL 7.0 PSF DATE 11/20/12 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES 1'R IDR TO PERFORMING THESE FUNCTIONS. UNLESS �{,� OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE pr A PROPERLY ATTACHED RIGID CEILING. 9 r N ,,. 1 -'IMPORTANT--FURNI6H A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS OREGON t'' BC DL 10.0 PSF DRW CAUSR561 12325133 �► ALPINE GROUP, INC, SWILL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS A5.�' {c 7 �� 4,7, BC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. .0W COSIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, By AFAPA)AND TPI. ALPINE ` "'"''tc3 TOT.LD. 42.0 PSF S EQN- 638585 CONNECTOR PLATES ARE MADE OF 20/1B/1ISA(W,H/SS/X)ASTM A66:1 GRADE 90/60 (W, X/PASS)GALV, STEEL. APPLYVENNI" I�.g 1, PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-2. ANY INSPECTION OF PLATES FOLLOWED BV (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEGS. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT -1'3 DUR.FAI 1 .15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT 1'OR ANV BUILDING IS THE RESPONSIBILI TV OF THE -���' 12-3� Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, 11/20/2012 SPACING 24.0" JREF- 1URC561_Z16 (124323-LEGEND HOMES 1PLAN ASPEN B -- WILSONVILLE, OR - T10) A 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BYITRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, 15 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) :W10, M2 2x4 DF-L #1&Bet.(g): (")plate(s) require special positioning. Refer to scaled :W12 2x8 DF-L SS: plate plot n Filler 2x4 DF-L #1&Bet.(g) details for special positioning requirements. :Rt Wedge 2x6g DF-L SS(g): 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Connectors ingreen lumber anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. (g) designed using NDS/TPI reduction factors. 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 @ 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 0 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�� 3X601 3X5=--- 3X6111 3X8% # O m o �S B F--- 4X6 3)(12= 4X6= _ 0 6X8= 0 5X8= _ 1:13 3X4 i T2 (*) U (*) T5 1 1 B 7-2-5 5X6(F2) ?------ ,,, ,,,,,,, / W12 5X6(612R) 0-7-0 , 1 0-7- 1 o p � 070 _I T ,=_� s•�5 M2 5X8= T O D • 16-0-0 1-0-0 3X4= H0514(**) 8X14— 4X6--------- 1-0-0 H H1319- 3X5(**)(++) 111 10 0-66 - 1-31~ 2816288 a"3 L 2-i-4 j 2-10-0 4-5-11 -J 3-5-5 _11-5-010-7-%3, ,I_ 3-5-3 _I" 3-11-13 � 5-7-0 2-5-8 7 2-11-12 4-8-5 4-6-7 1`1-9-4 4-7-11 4-5-13 I 5-5-4 E 2-5-8 I' 9-10-15 ,1_ 5-7-1 12-2-8 —1—'1' 9-11-0 J 5-7-0 16-4-0 E: 31-0-0 Over 2 Supports > R=1901 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) V PROFt PLT TYP, 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10,03, 4 % S' • Y:1 OR/-/1/-/-/R/- Scale =.25"/Ft, Trus-Way Inc 360-750-1470 ..rARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 t „ 1 6 5 9 TC LL 25.0 PSF REF R561-- 16542 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 t¢«' .ate • �. i 7 (� 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 7 A PROPERLY ATTACHED RIGID CEILING. pry�-^'N54.14' T + /+ '.IMmmnrmiT..FURms.A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS m=�- Qi s 'e /r..y6.T/t Bl. DL 10.0 PSF DRW CAUSR561 12325134 milw ALPINE 1 IN CONFORMANCE WITGROUP. INC. SHALL HT ORPONSIBLE FOR ANY FABRICATING, HANDLING, SHIIPPING,OM THIS DESIGN:INSTALLING&ANY RACINLURE TO BUILD OF TRUSSES, THE TRUSS \depe 47 yG �+ BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE ®tPgy `• 1-!J$ ;Z ..• CONNECTOR PLATES ARE MADE OF 2O/18/16GA (W,H/55/K) ASTM A653 GRADE 40/60 (W, K/H,SS)GALV, STEEL, APPLY ¢" VW QIP TOT,LD, 42.0 PSF SEAN- 638579 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2, ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1_2OO2 SEC 3. A SEAL ON THIS ITW Building Components Group.Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS GQMPDNENT ;;; 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento, en s Gro DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE E" BUILDING DESIGNER PER ANSI/TPI 1 SED. 2. 11/20/2012 SPACING 24.0" J RE F- 1 U RC56 1_Z 1 6 (124323-LEGEND HOMES 1 PLAN ASPEN B -- WILSONVILLE, OR - 711) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(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) :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 e 24" OC. 4X6 3X8% 6X8= 4X6 3X12= 2X4 III 5X8= 3X4% T2 D T3 Cpri INI, \,NN . 4X6(F2) %8 r W10 --1 8 5-10-5 i 0-7-00-7-8 T . 0.' 3.75 M2 5X8-- 2X4 Ill T 0 D _ 4 18-0-0 i—o o 3X4ss H0514(**) = 8X14---= H1319-=---- 2X4 III 4X6= 1.0-0 3X5(**)(++) III 2X4111 8 4X6(B2)(R) III O�sl11431` 2-10-0 4-8-5 4-8-3 , 7 �8J-6 8 4-7-11 4-4-1 5-7-0 2-5-8 m 2-11-12 - 4-8-5 I 4-6-7 �1-9-4 I� 4-7-11 �I< 4-5-13 JT 5-5-4 7-10-15 I.- 17-6-1 <'2-5-8-n 12-2-8 -I- _I_ 5-7-0 16-4-0 E 31-0-0 Over 2 Supports R=1420 U=238 W=5.5" R=1408 U=235 W=5.5" RI-=157/-157 Design Crit: IRC2009/TPI-2007(STD) 'Q.%p PRQP,,fi 4.7 PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03.: Y,k1E/ .F _ S Y:1 /OR/-/1/-/-/R/ Scale =.25"/Ft. Tnls-Way Inc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION.PUBLISHED BY SHIPPING. INSTALLING AND BRACING. E[f f4659 f ; . TL LL 25.0 PSF REF R561-- 16543 REFER TO 3901 NE 68th St.,Vancouver\VA NORTH LEEBCSI STREET. SUITEN312. ALEXANDRNENT IA,VAINFORMATION).1ND WfCAG(WOOD TRUSSI COUNCIL PLATE AMERICA, 6300 p' ' /' ^'- .- ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS E 5( ...c,:::: -..',--'2--- TC. DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVEy. A PROPERLY ATTACHER RIGID CEILING. MECO L py BC DL 10.0 PSF DRW CAUSR561 12325137 AR .r3 MFtEC ,d# ..IMPGRTANT'�.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 0 GROUP, INC. SHALL NOT BE RESPONSIBLE FDR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS .' C 1, ie �„y� BC LL 0.0 PSF CA-ENG TSB/CWC �P ALPINE 1 IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. .9 t DESIGN CONFORMS WITH MAAPPLICABLE 20 PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AR/N.S AND LP.. ALPINE +3 gp IN TOT.LD. 42.0 PSF S EQN- 6385 60 CONNECTOR PLATES ARE MADE OF 20/.G/UNLE S OTHER/X)ASTM A653EDGRADE 40/60(W. H/ITIS) GALS/. STEEL. APPLY A",. _ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS NTRIS. ,,.&.--"- �1 ARV INSPECTION OF PLATES FOLLONF BV(I) SHALL BE PER ANNEX A3 OF TPI1-2002 LELY q SEAL ON THIS DUR.FAC. 1 .15 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RF_SPONNY BUILD SOLELY FOR THE TRUSS COMPONENT . .2- I- FROM KTC Sacramento,CA 95828 DESIGN SHOWN. HE SUITIBILI 1 AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI PI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1URC561 Z16 • (124323-LEGEND HOMES I PLAN ASPEN B -- WILSONVILLE, OR - T12) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SeBMITTED BY(TRUSS MFR. r Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5,625" DF-L SS(g): 2 Bot chord 2x4 DF-L #1&Bet.( ) :B1 1.5"x5.625" DF-L SS(g): COMPLETE TRUSSES REQUIRED I t Webs 2x4 DF-L Standard(g) :W8, M2 2x4 DF-L #1&Bet.(g): t :W10 2x8 DF-L SS: Nail Schedule:0.131"x3" nails Filler 2x4 DF-L #1&Bet.(g) Top Chord: 1 Row 1,75' o.c. Bot Chord: 1 Row 011,75" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row @ 4" o.c, Use equal spacing between rows and stagger nails In each row to avoid splitting. Special loads (Lumber Dur.Fac,=1.15 / Plate Dur.Fac.=1.15) Truss transfers a maximum horizontal load of 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 TC- From 67 plf at. 23.19 to 67 plf at 32.00 Drag Loads: Force(#) (PLF) Mbr Start End BC- From 21 plf at 0.00 to 21 plf at 2.46 Case 1: 2500 80.66 TC 0.00 31.00 BC- From 10 plf at. 2.46 to 10 plf at 14.67 2500 BC 0.00 BC- From 20 plf at. 14.67 to 20 plf at 31.00 TC- 400.00 lb Conc. Load at 5.94 (**)plate(s) require special positioning. Refer to scaled plate plot 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) 4.00,18.67) Wind loads and reactions based on MWFRS. PLB- 73.91 lb Conc. Load at 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) (14.00,18.67) to dead load. 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 (++) - This plate works for both joints covered. to total load at X = 14-9-12. 4X6= Deflection meets L/240 live and L/180 total load. Creep increase factor In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X8 i for dead load is 2.00. 3X12= 2X4111 4X6�� 6X8= 5X8= 3X4%- 8 1- -- - 0 um T3 4X6(F2) % h W1D -1 8 5-4-8 0-7-0 '11#416. ' RSR 0-7-8 illi 4X6(62)(Ra Ill �� -iligo7 0 TG �:.7�A2 5X8= O 11 fl _L 2X4 III Tcl) 1120-0 1-o-o3X4; H0514(**) = 8X14= 8 H1319= 2X4 III 4X6= T F' 1-0-0 3X5(**)(++) III 2X4 III 0-6-1-� I j 1431 2-10-0 4-8-5 28-6-8 -I 5-7-0 �`2-5-8 ,,2-10-0 I` 4-8-5 + 4-6-7 AL1-9-4 I` 4-7-11 H, 4-5-13 1� 5-5-4 5-10-15 _I_ 19-6-1 5-7-0 12-2-8 I' 16-4-0 '7'2-5-8-T- - -31-0-0 Over 2 Supports =3399 U=659 W=5.5" RL=2490/-2491 R=2977 0=522 W=5.5" Design Crit: IRC2009/TPI-2007(STD) i„'?� PRph�a PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10,03, 4 ' .P. 1 _ i1 '� 1�;,: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. --"-"'T' 3901 NE 68th SL,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 �A�` 5 S - IC LL 25.0 PSF REF R561-- 16544 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND 60-CA(WOOD TRUSS COUNCIL OF AMERICA. 6300 ENTERPRISE LANE, MADISON, WI 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -2� 6 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING, .- � _ "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ,amu, CCORiGON �,J'b BC DL 10.0 PSF DRW CAUSR561 12325140 now ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �i(^ galla IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. fs ��1 ��� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE I �A �9} ¢¢��41 _ CONNECTOR PLATES ARE MAGE OF 20/18/16GA(W,N/SS/K)ASTM A653 GRADE 40/60 (W, K/H,SS)GALV. STEEL, APPLY n it.W ANYTINSPEC1ZI OFCPLgTESRFOLLIPAL BYN(E)SSHALL BESPERANNEX A3 OFITP/152D02 SEC1310N PER DRASEALSON6TN15 TOT,LD. 42.0 PSF S EQN- 638562 ITWBUII(IIRgComponents GrOUIf,Inc. DRApESWGNGSHOWNCATESTHECCEPTANCE OF SUl1'ABILIYANOFUSE'OFAL ENGINEERING THISCOMPONENTRfORONSIBILITY ANVBUILDINGISLTHEORESPONSIBILITYMOONTHE E/` i/ ,1 '� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSUTSUITABILITY 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T13) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BYTRUSS MFR. Y 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): Connectors ingreen lumber Wind loads and reactions based on MWFRS. (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Special loads load applied per IRC-09 section 301.5. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) 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 plf 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 4X4 BC- 97.90 lb Conc. Load at 4.00, 7.25 BC- 110.00 lb Conc. Load at 5.56 sl 11 11116k 4-4-0 II 0-7-0 =W ,- V 411111144 0 7 0 18-0-0 4X6(63)(R) III 5X6.---. ►% 4Iti 4X6(:3)(R) III L, 11 ,J 5-7-8 > 5-7-8 L_ 5-7-8 -I- 5-7-8 J 11-3-0 Over 2 Supports >i R=1019 0=202 R=1092 U=231 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PRO) "?,..\TYP, Wave FT/RT=8%(OG%)/4(1) 10,03, � y � (TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft, Trus-Way Inc 360-750-1470 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. i i .„ (� 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILTENG COMPONENT RAAETY INFORM4TION), PUBLISHED BY TPI (TRUSS PLATE INSTTUTE, 230 fC"i TC LL 25.0 PSF NORTH LEE STREET, SURE 312, ALEXANORIq, Vq, 22319) ANO WTCq(WOOD TRUSS COUNCIL OF AMERICA, 6300 I+h 1`1'6 9 REF R561-- 16545 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I-`ter /, `�'' _..� f, ,�� /� OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE f .Y,^`- TC D L 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS '# P ns BC DL 10.0 PSF DRW CAUSR561 12325142 now GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ' Ca�y OT �'i /�!sa ALPINE I IN DESIGNFORMANCE CONFORMSWITH WITHTAPPLOCABLERPROVIS ONS DFLING, SHIPPING.NOS(NATIONAL DESIGNLLING SPEC.&UT OFAPH)OANDRTPIES ALPINE S.f(t� . f 1 1�� BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM 0653 GRADE 40/S0(W, K/H,SS) GALT. STEEL. APPLY ' „ d �4';,. TOT.LD. 4 2.0 PSF S EQN- 6 38 407 PLATES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1000-Z. „((4H4 1$f Ci 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, DE511GNGSHOWN[ATESTHECSUITABILITY gNDFUSEIOFATHISHCUMPONENTRFOROANVRILILDING LELTHE RESPONSIBILITYMOFNT E E__p ; _ _ DUR.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 1 (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T14) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY(TRUSS MFR. Top chord 2x4 DF-L #'I&Bet.(gg) 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 r 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 BC- 211.00 lb Conc. Load at 2.00 Unbalanced snow loads have not been considered. BC- 1081.11 lb Conc. Load at 4.00 0-4-3 Wind loads and reactions based on MWFRS. P.i 76-3-5 , Shim all supports to solid bearing. R=66 U=29 74-10-5 8 (— R=197 U=86 W=1.5" 72-2-5 4X6*-• :.38-6-13 irR=176 U=73 W=3.25" m Ask 0-7-0 G ■ tel( 3X8 III 6X6�� R=1010 U=206 18-0-0 5X6(B7R) _ . 11 '_I< 5-11-4 >x< 3-10-4 >I<2-0-7- 1 L 4-0-0 >I�1-11-4 I` 4-0-0 1-10-31 1 I< 11-11-11 Over 5 Supports >{ • R=829 U=169 W=5.5" Design Crit: IRC2009/TPI-2007(STD) p PROF, PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.rt 0-411r11- 160110:1 TrnS-Way,IIIc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING.REFER TO BCSI dI • �A OR/-Il/-I-/RI- Scale ..3125"/Ft. 3901 NE 68th St,Vancouver WA • NORTH LEE STREET. SUITEN312, ALEXANDRIA, VA, 22233114)G COMPONENT SAFETY ITND WTCAB(WOOD D TRUSS BY (COUNCIL pOFTEAMERICAUTE. 6300 04 46 5 a F� 4 TC LL 25.0 PSF REF R561-- 16546 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` . ~~r-- T%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 3^""' A PROPERLY ATTACHED RIGID CEILING. - , 1/4-. ..--- '-'''''('1TF,� 'I� N'� BC DL 10.0 PSF DRW CAUSR561 12325143 ".INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS oFFo3N Emir GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS a (� ALPINE I IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. -1.0{RwQ�� 7 1' SP BC LL 0.O PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE d174 y4Af r 15�� TOT.LD. 42.0 PSF S EQN- 638414 CONNECTOR PLATES ARE MADE OF 20/18/1ISA (W,H/55/X)ASTM A65:1 GRADE 40/60 (W, K/MASS)GALV. STEEL. APPLY { \ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. �1 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC3. A SEAL ON THIS D1EASWHS qWNCATES TACCPCAROEUSIOHEGCNMPG BDINELYFORETSPHE NTSRUSS I 1,2-'31-1. �,I -7_';- DU R.FAC. 1 .15 FROM KTC[TW Building Components Group.Inc. ITANEO Sacramento,CA 95828 BUILDING DESIGNER PER ANSI7TPI 1 SEC. 2. 11/70/2012 SPACING 24.0" JREF- 1URC561_Z16 P ITHIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY'TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T15) M 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 I 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. 0� 1* 8 1‘11166k 111 8 4-6-5 0-7-0 • .. ,: 0-7-0 FL 8-0-0 4X6(82)(R) III 2X4 III 3X5 3X4= 4X6(:2)(R) III 1 ' >I `e 5-10-15 >c 2-10-7 + 5-8-10 H L- 5-10-15 ,I_ 2-10-7 ,I. 5-8-10 J 14-6-0 Over 2 Supports R=1358 0=132 R=1432 U=160 W=5.5" Design Crit: IRC2009/TPI-2007(STD) tiw PRO% PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.j(�'�Q`�a cyi*tc:.•e �l 1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Tnls-Way,Inc 360-750-1470 '.WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. ee4 1 46 59 '95 I. TC LL 25.0 PSF REF R561-- 16547 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 g . } NORTH LEE STREET, SUITE 312, ALEXANDRIA. VA, 22314)AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 �p _ �I $ ENTERPRISE LANE,MADISON. WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS X '„ TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE _ r4 F A PROPERLY ATTACHED RIGID CEILING. g "``pgN t BC DL 10.0 PSF DRW CAUSR561 12325144 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS c e-b' immrALPINE I GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS .."41;) ''4'1C-P,1,0-' BC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. i DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE *' y. Air Ili 1�1�!' CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/X) ASTM A653 GRADE 40/60 (W, R/H,SS) GALV. STEEL. APPLY P/ /W vl3 O' ' TOT.LD. 42.0 PSF SEQN- 63843 2 PLATES TO 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., A SEAL ON THIS NEN ITW Building Components Group,Inc. DRAWINGSINDDIICATESTHACCEPTANILITY ANOFESSIONAL ENGINEERING HCSROANY BUILDING LELTHE RETHE TRUSS COMPONENT 1�.`, 12-31-1'3 DUR.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 Z16 1THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) ADMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T16) T 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. 2 $ 27-10-13 Unbalanced snow loads have not been considered. 27-6-5 R=14 U=6 8 1— R=147 U=68 W=1.5" 24-10-5 R=265 U=121 W=1.5" 4X6' `.. 22-2-5 4r0 R=175 U=75 W=3.25" 0-7-0 AIL PAIIMINIMIMMII ILA ,. 18-0-0 5X6(63) -•• --- 3X10111 6X6 R=1206 U=267 L 5-11-4 >�� —3-10-4 4-0-0 >5"11 4-0-01-11-4 4-0-0 r1-10-170r, 1< 14-4-15 Over 6 Supports R=844 U=187 W=5.5" Design Crit: IRC2009/TPI-2007(STD) 4,:ik PRQrreIS PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.! gt,t13l -.' : * :1 OR/-/1/-/-/R/- Scale =.275"/Ft- Trus-Wa Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 6y 9 �' 3901 NE 68[1)St.,Vancouver WA BERTH TO BST1 ,BS IT 3 COMPONENT, AN RIA, INFORMATION),AND PUBLISHED BY SSI (TRUSS PLATE (ERICA, 630 y ^`^K"" R_ TC LL 25.0 PSF REF R561 - 16548 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND MICA(WOOD TRUSS COUNCIL OF AMERICA, 6300 fJ -"'y. ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS r .'.: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- S FFee' ry--^/"-+-' >, 4' M IPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS b` �It6D� 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 ,9 minw ALPINE I IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. \-42, �-T' �$ � BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE f �N' 9T.g.&St?. CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K) ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL. APPLY i7TR4 TOT.LD, 42.0 PSF SEQN- 638536 PLATES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160q-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A31TPI1-2002 SEC.3. A SEAL ON THIS _ -13DUR.FAC. 1 .15 FROM KTC Building Components Group.Inc. DRWGSWrgTESTHAPTCEIOPNOFESOTHCMPRNGTRBIBUITLYINLLFEORETHNTRUISacramento, BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/70/2012 SPACING 24.0" JREF- 1URC561_Z16 1 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SAMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - T17) 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.( ) 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 ehord 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 1 / 2-4-4 I 0-4-4 '' ■�J 9-0-0 / .I 2X4 III 2X4(A1) LE-1-0-0--j E` 2-8-43..12 F‹ 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) ��� PRopt 6. _ PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. E ,,rt y;40:`Y:7 OR/-/1/-/-/R/- Scale =.75"/Ft. Tms-Way Im 360-750-1470 "�ARNirm.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4 TC LL 25.0 PSF 3901 NE 68 h SL,Vancouver WA NDRTH LEEBSTREET(BSUITEN312 ALE%ANORIAE VAINZ23 GA)IAND M CAB(W00D TRU55I COUNCIL N:EAMERICAUTE 6J00 REF R561-- 16549 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. i, -�-"� OGON b BC DL 10.0 PSF DRW cAusRs61 12325146 ''INPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS C' V /� UP, INC. SHALL ALPINE INOCONFORNTUR;WITHOTPBE OR FABRICATING, HANDLING. SHLE FOR ANY IIPPING.FROM THIS DESIGN; ANy INSTALLING&BRACINGURE TO BUILDDF TRUSSES. THE TRUSS , �e ��a T,1S�q{& � Bl LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE `0�`,�((�� // 5&,,jj CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 4D/60(W, K/H.SS) GALV. STEEL. APPLY '0,,,. C„°C �W W,C°,NN TOT.LD. 42.0 PSF SEAN- 638315 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. +s�� VV��KK ANY INSPECTION OF PLATES FOLLOWED BY (f) 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 RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT F. - - l Sacramento, GroA DESIGN SHOWN. THE SUITABILITY PND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPON5181LI OF THE -BUILDING DESIGNER PER ANSI/TPI 1SED. 2. 11/20/2012 SPAC I NG 24.0" J REF- 1 URC 56 1_Z 1 6 • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) 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 11 4-6-8 4 IIII0-7-0 �.J! 18-0-0 i WAIN 3X5 III 5X6(B3) 5-7-B r-1 I< 5-11-4 Over 2 Supports R=724 U=130 W=5.5" R=1193 U=214 Design Crit: IRC2009/TPI-2007(STD) op PROFF PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.,:, i :-�,q`ySilt,'R� 1 OR/-/1/-/-/R/- Scale =,5"/Ft. Trus-Wayy Inc 360-750-1470 ...WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. (� `"I 4b 5 Q F.. gs? TC LL 25.0 PSF 3901 NE 68tH St.,Vancouver WA REFER TO SCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED BY TPI (TRUSS PLATE ERICAUTE, 218 _ REF R561-- 16550 NORTH LEE STREET, SUITE 312, gLEXANon VA, 223,4)ANp WrCA(W000 TRUSS COUNCIL I4 AMERICA, 6300 ENTERPRISE LANE.MADISON, WI S3T19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS .,--7 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. I 9RcGOt'�. ' t BC DL 10.0 PSF DRW CAUSR561 12325147 `"IMPORTANT--FDRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITA BUILDING COMPONENTS >>[� g' ,p,S nowGROUP, INC_ SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS $§u 1,0°2 yp* " BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE = IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. t -a DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/16/16GA(W.H/SS/K)ASTM ASS]GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY `E/41tIf VV.u TOT.LD. 42.0 PSF S EQN- 638426 PLATES TO EACH FACE OF TRUSS ANp, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 100A-Z. _ ANY INSPECTION OF PLATES FOLLOWED BY I,) SHALL BE PER ANNEX Al OF TP11-2002 SEC.3. A SEAL ON THIS :/,' 12--S- 1'.', DUR.FAC. 1 .15 FROM KTC ESAGNITW Building Components Group,Inc, DSIN CATESIHECSUITABILITY ANOFUSEIOFATHISGC,E IENTRFORONNY RUI LDING ISLTHEORESPONSIB ILITYMOFNTHE Sacramento,CA 95828 BUILDING DESIGNED PER ANSI/TPI 1 SEC. 2. I 1/20/2012 SPACING 24.0" JREF- 1 URC561 216 4 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY(TRUSS MFR. ~ (124323—LEGEND HOMES PLAN ASPEN B -- 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 2.00 110 mph wind, 18.89 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC-54.58 lb Conc. Load at 4.00 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 Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 3-5-12. for dead load is 2.00. Unbalanced snow loads have not been considered. R=98 U=8 4_19-6-13 8 1-10-5 4 0-7-0 Kid 6 11111 1::::::711 0-3-8 4 / I R=96 18-0-0 4X6(63)(R) III L< 1-0-0 >1< -1-10-15 =!< 4-1-13 :1 l< 5-11-4 Over 3 Supports R=200 U=40 W=5.5" Design Crit: I RC2009/TPI-2007(STD) ,It*O PROS PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.4.4\+ .14. si, r:5 OR/-/1/-/-/R/- Scale =1"/Ft. A.Tn)s-Way,Inc 360-750-1470 "WARNING.. TRUSSES REOLIIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. REF R561-- 1 655 1 REFER TO BCSI 3901 NE 68Th St.,Vancouver WA NORTH LEE STREET, SUITEN312, ALLEXANDRCDMPONENT IA, VA, 223144)1 AND WTCAB(WOOD TRUSS LISHED BY ( COUNCIL POFTEAMERICA ITE 6300 t &/ S;,E � TC LL 25.0 PSF 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 c L- A PROPERLY ATTACHED RIGID CEILING. ' -•-- �-'`��• II M OREGONi BC DL 10.0 PSF DRW CAUSR561 12325148 "mai TANT..FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS "0 Q. R Eimw GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS `;4i j f,�tI°l `": BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE = N CONFORMANCE WITH TPI; OR FABRICATING. WINOLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. f DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BV AFAPA)AND TPI. ALPINE /_$ W. C0�G5, CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/55/X)ASTM A653 GRADE 40/60(W. X/H.SS)GALV. STEEL. APPLY FFFF itt IN ., TOT.LD. 42.0 PSF S EQN- 638334 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. FROM ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS _ FROM KTC IT%V BuildingComponents Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT EXP. !L-3 1-1= DUR.FAC. 1 .15 Sacrmento,CA 95828 BUILDING NDESIGNER TPER SANSI//TPI 1 SEC. 2. OF THIS COMPONENT FOR qNV BUILDING IS THE RESPON5I BILI Y OF THE 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 r 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY'TRUSS MFR. (124323-LEGEND HOMES 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. 1 `i) 20-10-13 R=122 U=49 8 3-2-5 6 0-7-0 / ,, 6 X0-3-8 18-0-0 / R=103 4X6(83)(R) III 1-0-0 ›1 3-10-15 >�-:.• 2-1-13 J l' 5-11-4 Over 3 Supports ;1 R=268 U=14 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) 0'• I}R04eF0 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.%,0„40,06,144- N . ,‘ :4 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Wayy,lnc 360-750-1470 "WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 44r 7/74,14659 ' -71. TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET`BSUITEN312, ALEXANDRIA.VAIN22314)AND RICH(WOOD TRUSSI COUNCIL POFTEAMERICAUTE. 6300 �. / /' � REF R561-- 16552 ENTERPRISE LANE.MADISON, WI 53719) 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 (g n A PROPERLY ATTACHED RIGID CEILING. f1 +OREGON J!1;p 4.IMPORTANTi4 FURNISH A COPY OF THIS DESIGN TO THE INSTILLATION CONTRACTOR. 11W BUILDING COMPONENTS y- F11.43 11 ` ,�4pgp BC DL 10.0 PSF DRW CAUSR561 12325149 low GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS * Z'C, 7,.k P4 �,�,�` BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING b BRACING OF TRUSSES. �®�g DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AH/A S AND TPI. PINE '� A W.Ct'M' " TOT.LD. 42.0 PSF SEQN- 638337 CONNECTOR PLATES ARE MADE OF 16GA(W,H/55/K)ASTM A653 GRADE 40/60(W, K/H,55) GALV. STEEL. APPLY 44 W. 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 _ I -I DRgWI NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RFSPONSIBI LITY SOLELY FOR THE TRUSS COMPONENT i-X . '12-.:3 1-•E DUR,FAC, 1 , 1 5 ITW Building Components Group,Inc. FROM KTC Sacramento,CA 95828 BUILDING DESIGNER TPER SANSI/TPI 1Y SEC.U ZE OF THIS COMPONENT FOR ANV BUILDING 15 THE RESPONSIBILITY OF THE 11/20/2012 SPACING 24.0" JREF- 1 URC561_Z16 • (124323-LEGEND HOMES 1PLAN ASPEN B -- WILSONVILLE, OR - J07) 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY•TRUSS MFR. ` Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.64 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 Y).- :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. le 0 0-4-3 da 73-0-13 i R=39 U=19 ,_ 72-2-5 R=214 U=102 W=1.5" 8 5-4-5 6 0-7-0 P/ JO / 11 418-0-0 , R=110 4X6(B3)(W) III 1 ' >I. 5-11-4 1-2-11›.I I— 7-1-15 Over 4 Supports R=335 U=3 W=5.5" RL=161/-54 Design Crit: IRC2009/TPI-2007(STD) rvD PR?,e PLT TYP. Wave FT/RT=8% 0% /4 1 10.03. �.A • ( ) ( ) Y:1 OR/-/1/-/-/R/- Scale =,5"/Ft. Trus-Way, Ills 360-750-1470 ...WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING.LING. SHIPPING, INSTALLING ABRACING. �y / 3901 NE 68 =th St.,Vancouver WA LEE STREET(BSUITEN2, ALL 31EXANDRIAEVAINZ03R14)AAINDRICAB(WOOD TRUSSI COUNCILOF PTEAMERICAUTE. :3:0 �44114659 ..9.1", S��$ TC LL 25.0 PSF REF R561-- 16553 ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 5 ' 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 *`INPONTANT"FVRNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I1W BUILDING COMPONENTS Q.7011. BC DL 10.0 PSF DRW CAUSR561 12325150 mow ALPINE INOCONFORMANGEWITLL 00TPIE ORSPONSIBLE FABRICATINGR ANY DEVIATION HANDL DINGS, HIPPIOM D.THIS DESIGN: ANY INSTALLID b BRACIDURE OF TO BUILD THE TRUSS 4...4. � GrE � fT'd BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS HF DS(NATIONAL DESIGN SPEC. BY AF&PA)AD TPI. ALPINE 'fVdT'S F1], f4,,- TOT.LD. 42.0 PS F S EQN- 638343 CONNECTOR PLATES ARE MADE OF 20/18/160A(W,H/SS/K)ASTM A653 GRADE 90/60 (W. K/H,SS)GALV. STEEL. APPLY { XT S 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 SECT. A SEAL ON THIS -"""' ITW Building Components Group.Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EA F 1 2-31-13 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN GDESI HE SUITABILI 1 AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012SPACING 24.0" JREF- 1URC561_Z16 (124323-LEGEND HOMES (PLAN ASPEN B -- WILSONVILLE, OR - J12) 4 ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BYITRUSS MFR. 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.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Y :Lt Wedge 2x4 DF-L Standard(g): psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Calculated vertical deflection is 0.00" due to live load and 0.17" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 2-11-13. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. Shim all supports to solid bearing. 0-4-3 76-2-13 R=64 U=34 8 f 0 24-10-5 R=195 U=103 W=1.5" 0 22-2-5 8-6-5 R=308 U=161 W=3.25" A_ 0-7-0 �l /:ice R=111 U=3 411B-0-0 4X6(83)(R) III LI ':IE 5-11-4 'R< 3-10-4 >I1-11-11J k 11-10-15 Over 5 Supports d R=337 W=5.5" RL=270/-75 Design Crit: IRC2009/TPI-2007(STD) -Cg-- PRO PLT TYP. Wave FT/RT=8% O% /4 1 10,03. Y i l r ( ) ( ) k :1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Tins-Wayy Inc 360-750-1470 WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. " 3901 NE 68th St. Vancouver WA NORTH LEEBSTREET, SUITE"312 ALEXANDRIA.VA, 22314)RAND, CAB(IWOOONEOD TRUSS COUNCIL POFTEAMERICAUTE 6300 crY- 14650 1 -C° T(`+� LL 25.0 PSF REF R561-- 16554 ENTERPRISE LANE. MADISON, WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ' „fir- lt-+ ^'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 ATTACHED RIGID CEILING. (H _-- - #' FFF�����.��02��g1 BC DL 10.0 PSF DRW CAUSR561 12325151 a.11I1PGRTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS "0 \.4 ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS , s9z�c ,c0 2/ BC LL 0.0 PSF CA-ENG TSB/CWC I IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFWPA)AND TPI. ALPINE , }� CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/5S/K) ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL.APPLY 4 � � G1 TOT.LD. 42.0 PSF S EQN- 638349 \ PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 100A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL eE PER ANNEX A3 DF TPI1-2002 SEC.3. A SEAL ON THIS _ ' ITW Building Components Group,Inc. DE WIN SNOWNCATESTHACSUITABILI Y PROFESSION OFATNI"NGINEERING HLOROANYBBUILOING0LELTHFORETHE TRUSS CO PONTSE XF DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. 2. 11/20/2012 SPACING 24.0” JREF- 1URC561_Z16 (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - J14) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #'I&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. Calculated vertical deflection is 0.00" due to live load and 0.17" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 2-11-13. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. Shim all supports to solid bearing. 0-4-3 _1 • T �v 27-6-13 R=131 U=71 8 (15) 24-10-5 R=262 U=143 W=1.5" 22-2-5 R=308 U=167 W=3.25" 0-7-0 mil T 18-0-0 R=111 U=4 .v 4X6(83)(R) III L1 ' —5-11-4a 3-10-4 >I- 3-11-11 I` 13-10-15 Over 5 Supports >I R=337 W=5.5" RL=320/-84 Design Crit: IRC2009/TPI-2007(STD) f�LPRta�r PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03. 11 3.i Y:2 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. NORhh 3901 NE 68th St.,Vancouver WA =ill LEESTREET(BSUITEN12OMALEXANDRIAE N202NgN0 WTCAVA, 3A)1B( OD TRUWOS51 COUNCIL PLUMER TEAICgUTE, 623: �dp '' 148 5 9 T 7P' TC LL 25.0 PSF REF R561-- 16555 ENTERPRISE LANE, MADISON, WI S3716)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1/f tee•— OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIOID CEILINO. iTz, P nnF •AINP4MANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS "•ITLea'+1� ygg��z I B/C+ DL 10.0 PSF DRW CAUSR561 12325152 ALPINE NBCONEORMgNCEWITLL INeTPeE ORSPONSIBLE FABRICATINGR ANY HANDLINGpTSHNPPR THIS NSTALLING bANY RACINGFAILURE OE TRUSS ESBUILD THE TRUSS dg* - 7 1 e' , BC LL 0.0 PSF CA-ENG TSB/CWC Emir DESIEN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BV AFSPA)AND TPI. ALPINE P1E�tfg4A. TOT.LD. 42.0 PSF S EQN- 638346 CONNECTOR PLATES ARE MADE OF 20/l8/l6GA(W,H/SS/K)ASTM A65:1 GRADE 00/60(W, K/N,SS) GALV. STEEL.APPLY '-e�9 S^ PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PEP DRAWINGS 160A-Z. ANT INSPECTION OF PLATES FOLLOWED DY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,3. A SEAL ON THIS ITW Building ComponentS Group,Inc. OE511GNcSIHOWNCATESTHECSOIILiTV AND USEIOFATHISGCOMPONENTBIOROANT NOI OINGOISLTHE RESPONSRBILITYBMOFNTHE L-.3'-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 TAW BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1 URC561 Z16 • (124323-LEGEND HOMES 'PLAN ASPEN B -- WILSONVILLE, OR - JA06) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located 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. Calculated vertical deflection is 0.00" due to live load and 0.16" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 2-11-13. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 1 `, 22-2-13 . R=173 U=79 8 4-6-5 —L— 0-7-0 70 Pr 0-3-8 ►T� N —� 18-0 0 - 4X6(83)(•) III R=110 lE 1. >1. 5-10-1513 l< 5-11-4 Over 3 Supports R=332 U=17 W=5.5" RL=134/-48 Design Crit: IRC2009/TPI-2007(STD) OD PROP 4-20 PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. > -�`', � l:3 OR/-/1/-/-/R/- Scale =.5"/Ft. COUNC Trus-Way,,IRC 360-750-1470 '.WING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. 3901 NE 68tARN St.,Vancouver WA NDRTH LEE STREET(BSUIDTEN3120BALEXANORIAE VAINZORMA'IAONO WTCAB(WDODD TRUSSI IL POFTEAMERICAUTE. 6300 / 6 S- Tl LL 25.0 PSF REF R561-- 16556 ENTERPRISE LANE,MADISON. WI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 1 ' �' _ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE rr� TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. s' ), 4i1Ea41# `� BC DL 10.0 PSF DRW cAusR561 12325153 "IMPORTANT`•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITR BUILDING COMPONENTS '4.1\<_,...,,,,,,,/44 �"- r f PONSIBLE FOR ANY ALPINE i INOUP. INC. SHALL CONFORMANCEE WITHTPI; OR FABRICATING, HANDLING, SHIPPING.EVIATION THNSTALLING aANY BRACINGURE TO OF TRUSSES. THE TRUSS 'F�� sCf 71 Zy5$',,,,try BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF4PA)AND TPI. ALPINE JgRR ' CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/X) ASTM A653 GRADE 40/60 (W. H/H,SS)GALV. STEEL. APPLY 7`I4 ai TOT.LD. 42.0 PSF SEQN- 638340 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED DN THIS DESIGN, POSITION PER DRAWINGS 160A-2. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEGS. A SEAL ON THIS ITV Building Components Group,Inc. TOOWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COI4PONENT E/\�", t_-.^ w DI�R.FAC. 1 ,15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN HE SANSI/LI 1 AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. • 11/20/2012 SPACING 24.0" JREF- 1URC561 Z16 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) 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 2.00. Unbalanced snow loads have not been considered. R=92 U=8 19-6-13 8 / 1-10-5 I 0-7-0 PIA k • x 0-3-8 q cit 18-0-0 IMMIN 4X6(63)(R) III R-91 t< 1-0-0 —I- 1-10-15 =1‹ 3-10-1 I -5-7-8 Over 3 Supports R=201 U=40 W=5.5" Design Crit: IRC2009/TPI-2007(STD) . D PR 04 PLT TYP. Wave FT/RT=8%(08/0)/4(1) 10.03. 'E+, `,,,,,, Y: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. TC LL 25.0 PSF REF R561-- 16557 3901 NE 681.11111, X REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ('V.. )�+/- G SL,Vancouver WA NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA, 22314)AND WTCA(W000 TRUSS COUNCIL OF AMERICA. 6300 s[ j 1 46 5 9 g V--1 ENTERPRISE LANE,MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 3 ,/ - X-:.-- TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r' A PROPERLY ATTACHED RIGID CEILING. 9 ryry��y��^ AApp{{ BC DL 10.0 PSF DRW CAUSR561 12325154 "IMPORTANT•`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS 0FEGON v GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 3. (� mow ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. �4w 7,�3�� b� BC LL 0.0 PSF CA-ENG TSB/CWC iit DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 'T6 $. q� p CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM ASS3 GRADE 40/60(W. K/H,SS)GALV. STEEL. APPLY ,9f4 ,,,,,,,,.. 0k P1Anr TOT.LD. 42.0 PSF S EQN- 638325 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ff AS.99 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DU R.FAC. 1 .15 FROM KTC ITA Building Components Group,Inc. RWsmDri CATES TATTAOTAONEINS RNT SSY LTLV NLLETHNTSRIOONNEXP- 12-'3,--17& Sanro, A BUILDING RESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F- 1 URC5 6 1 Z 1 6 11/20/2012 — i. 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 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. 1 ..1X 20-10-13 R=120 U=49 "' 8 3-2-5 6 0-7-0 ,' u ---"71/7- ill /` 0 4-8 ID 18-0-0 i R=98 4X6(B3)(R) III L-1-0-0 >1< -3-10-15 >1< 1-10-1 =J F —5-7-8 Over 3 Supports R=265 U=15 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) , --.Cg;0 PRQA,6 ?TY:2 OR/-/1/ / /R/- Scale PLT TYP. Wave FT/RT=8%x(0%)/4(1) 10.03.ING. .r!r� Ts'-) cam- '`s =.75"/Ft. Trus-Way Inc 360-750—(470 RIrERNTOSCSITRUSSES(BUILDINGIREEXEEME CARE SAFE] INFABRICATION. PUBS HED BY PIIPI(TRU555PALEING AND NST UT�EC28 ^� Ok /� TC LL 25.0 PSF 3901 NE 68thSt.,Vancouver WA Ev, :65 °� REF 9561-- 16558 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO WrCA(WOOD TRU55 COUNCIL DF AMERICA, fi3OOMAQz ENTERPRISE LANE. MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V TC DL 7.0 PSF DATE 11/20/12 TT OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOOM CHORD SHALL HAVE >TT"���--------- A PROPERLY ATTACHED RIGID CEILING. .-" OREGON r BC DL 10.0 PSF DRW CAUSR561 12325155 "INPORTItNT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ..em�\ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 4, 6''n %p 4,',,7/ BC LL 0.0 PSF CA-ENG TSB/CWC mar ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. .43,1/ (H DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF6PA)AND TPI. ALPINE �gp• F� CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W.H/SS/K) ASTM A653 GRADE 40/60(W. K/H,SS)GALV. STEEL.APPLY .,^tA/ ar -' ..- TOT.LD. 42.0 PSF S EQN- 638 328 \ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A—Z. Y ANY INSPECTION OF PLATES FOLLOWED BY (*) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC., A SEAL TNNTHIS ----' DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAW NOGSHOWNCATESTHECSUITABI OTV 000 ILFUSEIDFATHI SGI NEER IENTRFOROANY BUILDGOI INSLTSPO HEORENSIBILI PONENT EXP. 12-31-'13 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" JREF- 1URC561 Z16 • • ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED ( BY TRUSS MFR. (124323—LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR — JB06) 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 :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 1 R=161 U=74 8 4-3-5 0-3-8 (1-7-0 : —L -i— P-4: N q 3 18-0-0 R=104 4X6(B3)(') III L< 1 ' >< 5-6-7 I< 5-7-8 Over 3 Supports =i R=317 U=17 W=5.5" RL=126/-46 Design Crit: IRC2009/TPI-2007(STD) �$ D PROpp45 PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03.!' #41,e/Leal, _;4':1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. GTS L 59 1 TC LL 25.0 D PS F 3901 NE 68h SL,Vancouver v1'A REFER TO eC51 (BUILDING COMPONENT SAFE Y INFORMATION). PUBLISHED BV TPI (TRUSS PLATE INSTITUTE. 218 (a r�F REF R561-- 16559 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 E® ENTERPRISE LANE, MADISON. WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS a TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP OCHORDCEI SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE X A PROPERLY ATTACHED R1010 CEILING. � .�^-a ..1NPORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITA BUILDING COMPONENTS x‘,..04.0, ®FlON °'�`eP) BC DL 10.0 PSF DRW CAUSR561 12325156 GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANV DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ,`tg`�9,„,sr.` BC LL 0.0 PSF CA-ENG TSB/CWC mow ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. $pSA{ Q DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE / PV p'�'<y�i3�• CONNECTOR PLATES ARE MADE OF 20/16/UNLE (W,N/SS/K)ASTM GRADE 90/60(W, K/M,SS)GALV. STEEL. APPLY S' TOT.LD. 42.0 PSF SEQN- 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 TPI1-2002 SEC,3. A SEAL ON THIS _ ITW Building Components Group,Inc. DESIIGNGSINWNCATESTHECSUITUBILITV PANDFUSEIOFAL ENGINEERING RR ANY ETBBUILDIN6 IELTHEESPONS ORIBILITVOMOONTHE 1 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 Z16 ' I ' ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 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 28-6-13 T R=47 U=26 ilt 27-6-5 8 R=181 U=101 W=1.5" 74-10-5 R=265 U=148 W=1.5" * 22-2-5 R=308 U=171 W=3.25" 0-7-0 T /1i18-0-0 `-' R=111 U=6 4X6(63)(R) III 1.1 ' It 5-11-4 y —3-10-4_-4-0-0 >1:5-111 15-4-15 Over 6 Supports >1 R=337 W=5.5" RL=359/-91 Design Crit: IRC2009/TPI-2007(STD) ,/ FROG S, PLT TYPyy, Wave FT/RT=8%(0%)/4(1) 10.03.x Sr," _•.may_,,,•.Y:2 OR/-/1/-/-/R/- Scale =.25"/Ft. 3901TrNE 68'Im tll St.,Vancouver WA ,REWAE RNI NBCS(TRU(BUIL0I NG(RE EXTREME CARE COMPONENT SAFETY IN NFOMATIONI)N PUB NIDSHIE08v5 vl IPPI(TRUSS INSTALLING NST(UTEc2o �ygt Ul 3. 14E59 '. TC LL 25.0 PSF REF R561-- 16560 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AIA WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 3"*' ✓ --_-_-- 7-__..2-_, - .^ ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS •� ^'°' 1l 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�j,� A PROPERLY ATTACHED RIGID CEILING. L lA - A? `'INIFWMIZNT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS (y S i,I\ t�� �GoN v , BC DL 10.0 PSF DRW CAUSR561 12325157 mow ALPINE IN CONFORMANCE1. GROUP, INC. WITLL HOTPBtE OR FABRICATING. ANY DEVIATION NG, SHIIPPROM NNG TINSTALLING 6 BRACINGS DESIGN, ANy URE TO OF TRUSSES.THE TRUSS y$9i"e�w �ay. 1g�q 21� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE R 5j 5qa R CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W, N/H,SS)GALV. STEEL. APPLY ./#i' °- Ci., TOT.LD. 42.0 PSF S EQN- 638352 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. YW ANY INSPECTION OF PLATES FOLLOWED BY (1) 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 COMPONES -,fir. 12-31-1< DUR.FAC. 1 .15 F ROM KTC Sacramento, Gro DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILIT OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 URC 56 1 Z 1 6 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ' (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JDO4) 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 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 Calculated vertical deflection is 0.02" due to live load and 0.06" due load applied per IRC-09 section 301.5. 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. 70-10-13 3X4111 R=150 U=47 8 4X6(83)(R) 111 6 _ 6 „ I 0-3 8 18-7-8 ,' = 1 / 0-7-0 0-7-8 // R=74 18-0-0 3X4 1 3X4 III I--1-0-0 >l< -3-10-15 >1< 2-1-13 >-I 2-5-8- >I< 3-5-12 >1 2-5-8 -1l 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) sgc FiRaFhs PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 4 tliN1.11 : '. :1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way Inc 360-750-1470 ••AARNINC" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. i 4 Sg 3901 NE 68th St.,Vancouver WA REFER TO SCSI (BUILDING COMPONEN SAFE] INFORMATION), pIIBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 g r k TC LL 25.0 PSF REF R561-- 16561 NORTH LEE STRET, SUITE 312, ALE%ANDRIA, VA, 22314)AND WTCA(WOOD TRU55 COUNCIL OF AMERICA. 6300 Eppp333 (� ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 2 J ...-C.- _.,---,„_,Z1_ 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 4 A PROPERLY ATTACHED RIGID CEILING. ✓-e-``� OREGON BC DL 10.0 PSF DRW CAUSR561 12325158 ..IRPORTANT".FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS (sem 2� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS fns mow ALPINE N CONFORMANCE WI TN Tpl; OR FgBRICATING, HANDLING, $HIPPING. INSTALLING&BRACING OF TRUSSES. b Il i��9 � —Jj,$ QQ BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORM$NITH APPLICABLE PROVISIONS OF NDS (NATIONgL DESIGN SPEC, BY AFXPA)AND Tpl. ALPINE d/�@ y�R5 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/%) ASTM A653 GRADE 40/60 (W, R/H,SS) GALV. STEEL. APPLY Y4 Ci PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. TOT.LD. 42.0 PSF S EQN- 638355 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNE%A3 OF TPI1-2002 SEC.3. A SEAL ON THIS _-31 _ ITW Building Components Group,Inc. DESWGNGSIHUWNCATESTHECSUITABILI Y ANOFUSEIOFATHISGCOMPONENTRESR0ANYRBUILDINS .ELTHEORESPONSIBILITYMOFNTHE DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER E IGNER PER ANSI/TP 1 1 SEC. 2. SPACING 24,0" JREF- 1URC561 Z16 11/20/2012 • 1 ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JDO6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.22 ft mean hgt, ASCE 7-05, CLOSED bldg, Located c 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. N `D 22-2-13 R=193 U=80 al • 3X4 III ri 0-3-8 6 AI b N _1___ 018-7-8 0-7-0 :' 0-7-8 R=83 mu 4i +18-0-0 4X6(83)(') III 3X4= 1 ,I, 3X4111 1"13 5-10-15 m 2-5-8 3-5-12 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) oD PROp PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. iii '. . .�a1G°`Iry Y:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 ••WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRITION. HANDLING. SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St. ,Vancouver WA NORTHE EB LSR5UITEN3 EET(612'g1E%ANDRIAE VA1N23 0Aj1CAAN0 ATCAB(WOOD BRU5S1 COUNCIL POFTEAMERICgUT6300 i S 3 TC LL 25.0 PSF REF R561-- 16562 ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 7" .� - 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. 9 1 i1 ,,,,, g01 eBC DL 10.0 PSF DRW CAUSR561 12325159 ••INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS Emir ALPINE 1 INOCONFORMANCE ALL WITHTPBE OR FABRICATING, HANDLILE FOR ANY NG, IPPRN THIS DESIGN:INSTALLING EANY RACINGURE TO OF TRUSSESD THE TRUSS �‘19/. 4C' 7l,6A," 1; BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS 00 NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE ,4a T}q L ' `<V�P~4 TOT.LD. 42.0 PSF SE N- 638358 CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A651 GRADE 40/60(W. K/H,SS)GALT. STEEL.APPLY Ns R$b IN /T ANYT INSPECTION AFCPLATESRFOLLOWED BYN(I)S SHALL BES PER ANNEX A3 OFI TPI1-2002 SECf310N PEW DAASEALSON6THIS PH Tf ITV Building Components Group Inc. DWGN CATES HEUPTOPAROESIHENT OPYIBY INLIELOR ETSONRROOT = 12-31_ DU R.FAC. 1 .15 F RO M KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI I SEC. 2. 11/20/2012 SPAC I NG 24.0" JREF- 1 URC561 Z16 I T ' ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JDO8) 1 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 . 4 It 023-6-13 8 I R=61 U=30 4 PI 22-2-5 R=172 U=83 W=3.25" 3X4 4. 4) 18-7-8 IN0-7-0 , I 0-7-8 3X4-- R=146 U=33 �-- � __T____ 18-0-0 3X4.--- 4X6(B3)(R) III 3X4 III X1 ' `1= 5-11-4 > E 1-9-15-- 3-5-12 2-5-8 3-5-12 2-5-8 -I- 3-5-12 1 E 7-10-15 Over 4 Supports >) R=335 W=5.5" RL=177/-57 Design Crit: IRC2009/TPI-2007(STD) tr, PRQP PLT TYPyy. Wave FT/RT=8%(0%)/4(1) 10.03.E, isyi -J '_~ . " :1 OR/-/1/-/-/R/- Scale =.4375"/Ft. 3Tr1s-Na ,Inc Va-c rv1470 •RENFAERNINBCSITRUSSES REQUIRE EXTREME SAFETYINFORATATII)NPHANDLING.B SHED BY TPISHIPPING. (TRUSSINSTALLING INSTTUTI�EC2 YfI4b59 „t—' 1 TC LL 25.0 PSF REF R561-- 16563 ENTERPRISESLANE. MADISON31Wl AL63J19)IFORVSAFETYIPRACTIDCESCI'RIORDTO PERFORMING I+THESE OFUNCTIONSp UNLESS S 3333 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 11/20/12 R PROPERLY ATTACHED RIGID CEILING. (E +' RE x / BC DL 10.0 PSF DRW CAUSR561 12325160 s.IMPORTANT.'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS `_ ��`Y� "N mow GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS _'T� { T i a ' BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IE CGNFCONFORM WITH TAI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. F �( DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BV AO/H, AND TPI. ALPINE _�Fp 'ur." TOT.LD. 42.0 PSF S EQN- 638361 CONNECTOR PLATES ARE MADE OF 20/1W/16GA(W,H/SS/K) ASTM A6S3 GRADE 00/60(W, K/H.SS)GALV. STEEL. APPLY b0 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 Building Components Group,Inc. RGG SHWAES HEACCACLY PNOUSOTL HECMINGLHEHNTSRUE, L 12-3'i-- _ OUR.FAC. 1 .15 F ROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/20/2012 SPACING 24.0" J RE F- 1 U RC56 1_Z 1 6 (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - JD10) t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. 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 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. Shim all supports to solid bearing. 0-4-3 r. 1.0 24-10-13 R=128 U=66 • 8 e 22-2-5 Vil 3X4 R=238 U=120 W=3.25" 10 1._ ... r., D-7-0 ��tm R=146 U=36 (� 18-7 8 Q-7-8 3X4= T �— 00 18-0-0 3X4 4X6(83)(R) III 3X4 III L.1 'J< 5-11-4— >>--c 3-9-15 =1 3-5-12 2-5-8 >I< 3-5-12 2-5-8 `I- 3-5-12 - I J < 9-10-15 Over 4 Supports 'I R=335 W=5.5" RL=223/-66 Design Crit: IRC2009/TPI-2007(STD) V PRO, PLT TYP. Wave FT/RT=8%(0%)/4(1) 10,03, 4 -_., P.. ,b Y:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way Inc 360-750-1470 ""WARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 414(3901 NE 68th St.,Vancouver WA NORTH LEE6STREET(BSUITEN312, ALLEXANDRIA, VA, 2233114>AND WTCA(WOOD TRUSS COUNCIL POFTEAM RICA, 6300 i( ..4- 'f1 6 3 E�3 TC LL 25.0 PSF REF R561-- 1 6564 ENTERPRISE LANE, MADISON, WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 3 -'..�" __ I TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE }..m-•s"' - �'-`— A PROPERLY ATTACHED RIGID CEILING. /y g.C'�.^l�f -. ,1 ""IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS `, OnEGON 4 �, BC DL 10.0 PSF DRW CAUSR561 12325161 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS 5,, c Z,:".1 ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING.BRACING OF TRUSSES. . �:'( 3DJ�� VBC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL 5 DESIGN SPEC. BY AFAPA)AND TPI. ALPINE Z°4 ,Q TOT,LD. 42.0 PSF S EQN- 638364 DESIGN PLATES ARE MADE OF 20/18/VISA NS OF NOS ASTM A55:1 GRADE 40EC, (W, N/ITIS) DALV. 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 Building Components Group,Inc. IIGNGSHORNECS CATEITHUITABILITY ANDFUSEIOFF THISGCOMPONENT6FOR6ANY BUILDING ISLTOE RESPONSIBILITY OFNTHE =il�� 2-3 1-1 3 DUR.FAC. 1 1 5 FROM KTC DES Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/200012 SPACING 24.0" JREF- 1 URC561_Z16 • A 7 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED 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 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 rl c0 76-2-13 R=64 U=34 0 74-10-5 8 (— R=195 U=103 W=1.5" 4 22-2-5 3X4 4 R=241 U=125 W=3.25" • •0 "el Immo _ C�, 18-7-8 0-7-0 elm 0-7-8 R-146 U=40 3X4= ® 18-0-0 3X4= 4X6(63)(R) III 3X4 III L1' I- 5-11-4 >E 3-10-4 >11-11-11J 1- 2-5-8 I 3-5-12 2-5-8 `I- 3-5-12 "1 < 11-10-15 Over 5 Supports R=335 W=5.5" RL=270/-75 Design Crit: IRC2009/TPI-2007(STD) q� PROF4r S PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 5' i - Y:1 OR/-/1/-/-/R/- Scale =,3125"/Ft. Trus-Way,Inc 360-750-1470 ".WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ms TC LL 25.0 PSF REF R561-- 16565 3901 NE 68th St.,Vancouver WA LEEREET,RSUITEN2.31ALEXANDRIA. OH,N223314)I AND WTCAR(DOOR TRUSS' COUNCIL POFTEAMERICAUTE, 6300 �fL:,,,,,*„---14659,— e NORTHBST ENTERPRISE LANE. MADISON. WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED HAVE " TC DL 7.0 PSF DATE 11/20/12 A PROPERLY ATTACHED RIGID CEILING. " E r��j ,r[E ..IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS eE`2 OREGON _ �. AT BC DL 10.0 PSF DRW CAUSR561 12325162 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 44, e1�3�'. 't("^!.-. BC LL 0.0 PSF CA-ENG TSB/CWC — ALPINE I IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. ,._ �! "Y, 1 yi11 DESIGN LE ROVISIONS OF NOS NATIONAL DESIGN CONNECTORNPLATESRMS WITH ARE MADEIOFR2O/18/16GA(W,H/SS/K)(ASIA ARS)GRADE 4O SPEC. AT (W.AK&/H,SS)AND GALV' STEEL. APPLYALPINE F .AN 06T" •' TOT.LD, 42.0 PSF S EQN- 638 367 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRANINGS 16OA-Z, ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX Al OF TPI'-2002 SEC.3. A SEAL ON THIS EXP. _ DUR.FAC. 1 .15 FROM KTC ITW Building Components Group,Inc. DRAMINC HOBO OTE6 AcCEPrANCE OF PROFESSIONAL ENG'NEER INC RESPONSIBI LITV SOLELY FOR THE TRUSS COMPONENT Sacramento, Gro DESIGN SHOWN. THE SUITABILITY AND OSE OF THIS COMPONENT FOR ANV BUILDING 15 THE RESPONSIBILI DF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. Z. 11/20/2012 SPACING 24.0" J RE F- 1 URC 5 6 1_Z 1 6 • • 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 T R=131 U=71 8 I— 24-10-5 R=262 U=143 W=1.5" +22-2-5 3X4-, T R=242 U=129 W=3.25" 0-7-0 T � � 4 v', 18-7-8 ��: 0-7-8 # 18-0-0 3X4 III T 3X4= T 3X4 4X6(83)(R) III R=146 U=43 L1 '.1.--4-------5-11-4 < 3-10-4 >1< 3-11-11--1 3-5-12 1- 2-5-8 �I- 3-5-12 ,„.1 2-5-8 `I- 3-5-12 -1 < 13-10-15 Over 5 Supports d R=335 W=5.5" RL=320/-84 Design Crit: IRC2009/TPI-2007(STD) ye' V PRQF,t� PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.1" t `�li?.a"q1itr> Y:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way Inc 360-750-1470 ''WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, l°W REF R561-- 16566 3901 NE 68th SL,Vancouver WA REFER S (B ILOING COMPONEN SAFE Y INFORM TION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE. 218 fL -y-%-14659 d TC LL 25.0 PSF NORTH 1.18;111 TEET, SUITE 312, 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 TC DL 7.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE S A PROPERLY ATTACHED RIGID CEILING. P 0 ()meGN BC DL 10.0 PSF DRW CAUSR561 12325163 •'"IMPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS -` imr ALPINE 1 INOUP. INC SHALL CONFORMANCEE WITHOT BE TPI, ORPONSIBLE FOR ANY FABRICATING. HANDLING, SHIPPING.FROM THIS DESIGN,INSTALLING AANY BRACINGURE TO BUILD OF TRUSSES, THE TRUSS Y"P1 ',gel' g cy 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 $N,. s CN . . TOT.LD. 42.0 PSF SUM- 638370 CONNECTOR PLATES ARE MADE OF 20/16/UNLE S OTHER/X) ASTM TES3 GRADE 4DESI (W, X/H,SS) GALV, STEEL. APPLY i {�L♦ PLATES t0 EACH FACE OF TRUSS PND, 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 ITW Building Components Group.Inc. DRAWING SIHWC.ATES TACCSUEPANCIELIOF PAD FEUSOTL HNET OR UINELFE DR ETSHNTSRUI EXP. 1 G- i_tom; DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 URC561 Z16 II/m/2012 WI THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124323-LEGEND HOMES PLAN ASPEN B -- WILSONVILLE, OR - SJ02) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.89 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 gr :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. V ;# 19-6-13 8 R=44 U=21 1-10-5 I 0-7-0 PI° I MI \/ x 0-3-8 ., 18-0-0 _M 4 R=33 OBSEIN 4X6(83)(R) III I< 1-0-0 >i< 1-10-15 0-1-13 r HE-1-11-4 Over 3 Supports R=171 U=19 W=5.5" RL=53/-29 Design Crit: IRC2009/TPI-2007(STD) SEG PROpt PLT TYPyy., Wave FT/RT=8%D(0%)/4(1) 10.03.k ,at. ` l;'`,Y:7 (OAR/-/1/-/-/R/- Scale =1"/Ft. 3901 Trs- 68t111c St.,Vancouver 70 ,REEFEERNTO SCSI TRUSSES REQUIRE COMPONENT SAFETY I NFORMATION)FABRICATION,PUBLI HED BY TPI SHIPPING. (TRUSS PATEINSTALLING NSTIITUTE, 218 .4';.".-.1'4659 TC LL 25.0 PSF REF R561-- 16574 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI S3719)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 - r _ 4 A PROPERLY ATTACHED RIGID CEILING. —,aT.-E� GGl1 BC DL 10.0 PSF DRW CAUSR561 12325164 "imporcriurr--FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS C4: f mow ALPINE I NOUP, INC. SHALL CONFORMANCE WITHOTPBE ORSPONSIBLE FABRICATINGR HANDLINGANY . NPPR THIS ISTDESIGN bANY BRACANGURE To BUILD OF TRUSSES. THE TRUSS f -�c•7,.`�. a BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE f p,pA S� CONNECTOR PATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM A6S3 GRADE 40/60 (W, K/H.SS)GALV. STEEL. APPLY 'I s'Ig YY..Ck� TOT.LD. 42.0 PSF S EQN- 638318 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. YY ANY INSPECTION OF PATES 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. oESWeM S INDICATESTHECSUITABILIOTV PANDFUSEIOFATHI NGINEPONENTRFOROAS BULDI ING ISLTHEORESPONSRBIL ITY OFITTHE _XP _ I Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TRI 1 SEC. 2. 11/20/2012` SPACING 24.0" JREF- 1 URC561 Z16 RH 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 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. FA I' 0-4-3 O 20-10-13 8 4 R=102 U=48 3-2-5 II I 070 Pig 1 R=55 U=19 4r, 18-0-0 ✓ 4X6(B3)(R) III L-1-0-0 > 1-11-4— - 2-1-3 �I 3-10-15 Over 3 Supports ={ R=210 U=10 W=5.5" RL=92/-38 Design Crit: IRC2009/TPI-2007(STD) i, ..FR© �,. PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.E iaA€Dx11 `;, '%j.1 :7 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING** TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. �1.- 3901 NE 68h St.,Vancouver WA REFER TD BCSI (BUILDING COMPONENT SAFE V INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTTUTE. 2t8 [()� -"'146J9 �rTC LL 25.0 PSF REF R561-- 16575 NORTH LEE TREET, SUITE 12, ALEXANDRIA VA, 22316) AND WTCA(WOOD TRU55 COUNCIL OF AMERIA, 6300 '."� ,.,,__„„„„%-„,,,, -""'Y�'i — 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 P A PROPERLY ATTACHED RIGID CEILING. 46 � ...44. 1REGON A` BC DL 10.0 PSF DRW CAUSR561 12325165 .•IMPORTANT''FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS 4" n GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN, ANY FAILURE TO BUILD THE TRUSS '. 4�C ;9�� BC LL 0.0 PSF CA-ENG TSB/CWC * m ALPINE 1 IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, , INSTALLING&BRACING OF TRUSSES. r DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINEw� 07- 0,.# CONNECTOR PLATES ARE MADE OF 2O/18/16GA(W,H/SS/X) ASTM A653 GRADE 00/60 (W, N/H,SS) GALV. STEEL. APPLY :MAIW ♦� TOT.LD. 42.0 PSF S EQN- 638322 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. >- ANY INSPECTION OF PLATES FOLLOWED BY(,) SHALL BE PER ANNEX 03 OF TPI1-2002 SEC.3. A SEAL ON THIS HO . OLISE -3 1-_ ` DUR.FAC. 1 .15 FROM KTC Budding Components Group,IncC, DAWGNSINDCATESTHILOAFESIOHECMGT OLDINSLYTHTSTSRUSLI Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.011 J REF- 1 URC 56 1_Z 1 6 LI/20/2017 RECEIVED ° LLv 146 166 1\01\I22012 MMM CITY OpTIGARD BIS ,INGDNISION <=r 0/0 iC Q • .„• •0,7 . ` / Da IL ' k . L j N: / zt II • . 'ai 11, . / . 0,‘ y . .. • .mL Q m • • Q I • • / l .233 cc 1 Q • • l iii Y M v Fo4DRA3 1 O. STQUT 2000 SHFQ.FZ▪Fo5 Fos Z. co v Q •. • ) X / F0 W ' FOB ~x t. I 9c. I 0 • �' . . LLQ J .® If / F1U // —RIM ENDS IV HA'VGER • i A 1 . 6 c� i1,-, A 6 ! X !F I r TRUSS TO BE �� ° DESIGNED FOR WALL ABOVE JACKS HANG INTO RIM #•a i-a ., 11'3 ►- 79„ 12' , 31' -. ***** IMPORTANT ***** LEGEND HOF'viES g y w_, -BLUE MARKINGS ON TRUSS PLAN ASPEN B J m� „ Oz co, INDICATE "TOP OF TRUSS". 8/12 PITCH =wg cT5-oLS 1 0 d LL 1 -0 0/HS Wam.LLLL -IMPROPER INSTALLATION LOADING 42# C9zz CD..., ..rZCO v v WILL RESULT IN TRUSS REPAIRS 2'-0 0/C `a T, E OR POTTIAL TRUSS II URE! E 5 E.o 0 0 co w w -REFER TO TRUSS ENGINEERING FOR SPECIFIC INSTRUCTIONS JOB NO: AND/OR DETAILS. 124335 PAGE NO: 1 OF 1 it =gv N 0 16'6" 14'6" ?'. o \ / ////� • n Qm at G . ,% • v '�v ' I O O / • •,... Q .g .3 ,, /. • ., !/ . . . _ Y .// . . . . oz x 0 DRAM TRUTa000#SFjFAV ma:,' nEn cn bo z n ` h Z x FN CO /' : I E /j .— ilz/ _s • • , • . 1i !/ -RIM -NDS IN -IAN,EF. . • • , , •'1300r`I=3} / ti V g F1,1'Ory;s+ r $ 4 1 i F3 3S 34— . 1' JACKS HANG INTO RIM TRUSS TO BE M io a — DESIGNED FOR WALL ABOVE a 12' _ 7'9" 11'3" 31' — LEGEND HOMES ***** IMPORTANT ***** o PLAN ASPEN B ° 8/12 PITCH -BLUE MARKINGS ON TRUSS Ozo 1'-0 O/HS INDICATE "TOP OF TRUSS". =w(2 _a_o zo LOADING 42# Zz euiLL -IMPROPER INSTALLATION Lua 2 0 O/C .0_u) v WILL RESULT IN TRUSS REPAIRS E E E.‘5 o ; voLLC1OttlfOR POTENTIAL TRUSS FAILURE.! 0 �W W -REFER TO TRUSS ENGINEERING FOR SPECIFIC INSTRUCTIONS JOB NO: AND/OR DETAILS. 124335 PAGE NO: 1 OF 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F01) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Calculated vertical deflection is 0.10" due to live load and 0.24" due Connectors in green lumber (g) designed using NDS/TPI reduction factors. to total load at X = 6-0-14. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. 1-- 6-1-10 - I- 24 -I- 6-1-10 - 22,542" Typ. _I 1X3 III 3X6= 1X3 III 3X3= • 3X3= 1X3 III 3X6= 1X3 III arm 1 14%4 + Xu 1-4-0 1-4-0 I/ MUM 9-0-0 1, 3X8= 'I X3 III 1X3 111 3X8=-- X = X = 3X = 2I_j_ 1-11-5 _I_ 1-11-5 + 2-0-1 2-1-8 2-0-1 _E 1-11-5 1-11-5 ja 3-10-9 2-0-1 2-1-8 2-0-1 4-0-13 I- 14-3-4 Over 2 Supports R=785 W=4.125" R=785 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) .V PRoP PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. iii„,.-- 1.'44 -T,VY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 **WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. i. 4(>14659 ' 7 Z TC LL 40.0 PSF REFER TO BCSI (BUILDING r PONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 S(d • a(r 1 46 5 4g REF R561-- 1 7898 3901 NE 68th St,Vancouver\VA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND MCA(WOOD TRUSS COUNCIL OF AMERICA 6300 5: : ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 4 '/✓ -'-'-'-'7.`'' a ' * 1 TC DL 10.0 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. 1a ?' ---- k--- s' BC DL 5.0 PSF DRW cAUSR561 12325311 "INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS F GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS •fid- yCrr�, ��+� P�'^d BC LL 0.0 PSF CA-ENG TSB/CWC iii ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES �-7,4. . IU b, t V DESIGN CONFORMS WITH APPLBRAT OF 20 PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AIT/B O AND TPI, ALPINE 7(j A e ,`r TOT.LD. 55.0 PSF SEQN- 1108 CONNECTOR PLATES ARE MAGE OF AND, 16GA(W,H/SS/K)ASTM A653 GRADE 4D/60(W, K/H,SS)GALV, STEEL. APPLY f �"(P PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS NTHIS, - ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC., A SEAL ON THIS DU R.FAC. 1 .00 FROM MRR ITW Building Components Group.,Inc. DESIIGN SHOWNCATESTHECSUITABILITY ANDFUSEIOSAL ENGINEERING RI SF NSYBBUILOING 15LTHEDRESHONSRBILI TOUOFNTHE -'h ^- - 2, Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1URD561_Z13 11/21/2012 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F02) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.23" DL: 0.26" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.18" due to live load and 0.44" due to total load at X = 7-4-1. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. 7-4-13 24" 24" . 6- 2-1 I -I- '�_ 13-2-6 27.604" Typ. ------1 W=3X4 3X8= 3X3= 3X4= 4X8= 4X6= 3X4 3X3= 3X5 frl 1-4-0 _L , MA MP ':74.....4.444. 1411 . '°°°'dll ''rreg'"gillIllIlWldllAllIllhkhleI (I)) 9-0-0 _L 3X6= 3X8 4X10= W=3X4= 4X8= 4X6= 3X4= 4X1 0 LE7----- —16-4-10 7,1< 14-4-10 =1 2"4 2"4 2-4-6 _I_2-4-6 12-5-2 ,J.,2-1-8,1, 2-5-2 _� 2-4-6 �_ 2-4-6 � -11-7..,1J-11-7 2-0-3 2-1-8 2-0-3 1-11-7 11-11-7� 114 4-8-11 K 2-5-2 2-1-8 2-5-2 4-8-11 3- 0-14 E2-0-3 �2-1-8�<2-0-3� 4-1-2 2ia , < —30-9-4 Over 3 Supports ={ R=855 W=4.125" R=1891 W=5.5" R=725 W=4.125" Note: All Plates Are 1 .5X3 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) 'PR 04. ) - PLT n�WPy' Wave Inc 360-750-1470 .• TRUSSES REQUIRE EXTREEaICARE IN AE VAIN223MICATI N /RTo 6SH(�/D) ALLINGRICDRACING.O 0 0, �F� �'7 TCRLL/1/ 40.0/ PSF REF I R56125' 17899 3901 NE 68th St.,Vancouver WA 1465 -i`'' ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS [� %'� TC DL 10.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r .. ,,.n'.-"-^ �- ' A PROPERLY ATTACHED RIGID CEILING. �,� 4'f OREGON ,� e BC DL 5.0 PSF DRW cnusassl 12325312 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ICR BUILDING COMPONENTS d \ OREGON GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS '.0 u CI BC LL 0.0 PSF CA-ENG TSB/CWC iir ALPINE 1 IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING INSTALLING&BRACING OF TRUSSES. C 1- DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI, ALPINE 1!n 7:1 e 7' . 'e-' TOT.LD. 55.0 PSF SEQN- 1121 CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE 10/60 (W, K/H,SS)GALV, STEEL, APPLY 9 \ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. t1 �1 ANY INSPECTION OF PLATES FOLLOWED eY (I) SHALL BE PER ANNE%A3 OF TPI 1-2002 TT A SEAL DN THIS DU R.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DE511GN SHOWNCATESTHECSUITABILITY PPROFESSIONAL ISGCOMPONENTDFOROANYBBUILDINGOLELTHEORETHE TRUSS COMPONENT C:':i3< {._-J i" Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/21/2012 SPACING 24.0" JREF- 1 URD561_Z13 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F03) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(gbridging recommendations. Webs 4x2 DF-L Standard(g) Deflection meets L/360 live and L/240 total load. Creep increase Truss left end may be trimmed up to 1-4-0 minus the plate lap on the factor for dead load is 2.00. insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") nails 2" from end along top and bottom chords through chords and into Truss must be installed as shown with top chord up. I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" Insert TE 2x4. Connectors in green lumber (g) designed using NDS/TPI reduction factors. I 15-3-5 — H- 24 1- 6-2-1 H 22.687" Typ. W=3X4 3X3= 3X3= 3X5= 4X6= 3X4= 3X3 3X5= 11111111111111111111111r i 1-4-0 a i II id i i• 7 -.....,„,,,,,,,,, _ T 1-4-0 3X5= 3X6= 3X10= W=3X4= 3X10= 4X6= 3X4 << 9-0-12 >1= 14-4-10 1-4-12_1-11-11 _I_1-11-11 ,,1-11-11 _I_1-11-11 t 1-11-7 _I, 1-11-7 >,, 2-0-3 2-1-8 2-0-3 ,. 1-11-7 1_ 1-11-7 -4-12 3-11-6 3-11-6 3-10-14 2-0-3 2-1-8 2-0-3 4-1-2 I' 23-5-6 Over 3 Supports R=467 R=1472 W=5.5" R=725 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. PLT TYP. Wave Design Crit: CUSTOM/TPI-2007(STD) ( ) 10.03 (O%)/. 'i-' P$0 ` TY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. o. Trus-way,Inc 360-750-1470 "WARNING"' TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. TC LL 40.0 PSF REF R561-- 17900 REFER TO BC51 (BUILDING COMPONEN SAFET INFORMATION), PUBLISHED 8Y TPI (TRUSS PLATE INSTITUTE. 218 3901 NE 68th SL,Vancouver WA NORTN LEE STREET, SUITE 312, ALEXANDRIA, VA. 2231<)AND NTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 f 46 %. ENTERPRISE LANE.MADISON, NI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� �".d'^ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE _5,--....'"--;- A 5,--. '- v TC DL 10.0 PSF DATE 11/20/12 R PROPERLY ATTAd1ED 01010 CEILING. a. ,^' M -- GON , BC DL 5.0 PSF DRW CAUSR561 12325313 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITL BUILDING COMPONENTS , GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 3, T }' BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING a BRACING OF TRUSSES. 's ''' f I `t° y� DESIGN CONNECTORNPPLAATS ESWITH ARE MADEI OF6LE 20/1B0VISIONS OF/16GA (0.0/55//H)OS(ASTM A653 GRADE 00TIONAL DESIGN /60(W.AK/0.5S)NGALA. STEEL. APPLY/ Si* At'�j � TOT.LD. 55.0 PSF SEQN- 24771 REV PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1600-Z. ,,,,tit gyp ANY INSPECTION OF PLATES FOLLOWED BV(1) SHALL BE PER ANNE%A3 OF TPI1-2002 SEC.3. A SEAL ON THIS _ DU R.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DESWGN SNOWNCATESTHECSU1 T0.81LITV PROFESSIONAL ENGINEERING RESPOANVBBUILDING INEO SLTRESPONSIBILITYMOFNTHE E`r. 12_ t 1 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEG. 2. SPACING 24.0" J RE F- 1 U RD56 1_Z 1 3 11/21/2( 12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - FO4DRAG) Top chord 4x2 DF-L #1&Bet.(g) See detail STRBRIBRO211 for bracing and bridging recommendations. Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) Truss transfers a maximum horizontal load of 2000 # ( 85.31 plf ) along top chord, from either, Truss left end may be trimmed up to 1-4-0 minus the plate lap on the direction to supports where indicated. Diaphragm and insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") connections are to be designed by Engineer of Record. nails 2" from end along top and bottom chords through chords and into Drag Loads: Force(#) (PLF) Mbr Start End I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" Case 1: 2000 85.31 TC 0.00 23.45 Insert TE 2x4. 2000 116.86 BC 6.33 23.45 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. 24" 15-3-5 -f �- 6-2-1 -I 22.687" Typ. W=3X4 3X3= 3X3= 3X4= 3X3 3X3= 3X3= 3X3= I / \� �/ I \\ 1-4-01-4-0 / T 9-0-0 3X4= 3X5_= � 7i/ // / // //& / � � % i'� / i 3X5= W=3X4= 3X5 3X5= 3X3= 4-1Z 1-11-11 I_1-11-11 11-11-11 _I_1-11-'11 >1< 1-11-7 _I_ 1-11-7 12-0-3 I 2-1-8 12-0- 3 11-11 -7 _I_ 1-11- 7 j LI- I1-4-12 3-11-6 3-11-6 3-10-14 2-0-3 >< 2-1-8 E 2-0-3 C 4-1-2 1 23-5-6 Over 2 Supports ={ R=449 R=125 PLF W=17-1-6 Note: All Plates Are 1.5X3 Except As Shown. Design Grit: CUSTOM/TPI-2007(STD) ,„p". PROF, , PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03.VV . @ 40•:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 ..WARNING.. TRUSSES INGIREEXENME CARE SAFETYIINFORITUB)N PHANDLING, SHAPING, INSTALLING STALLII NSTNDBRAC284659 TC LL 40.0 PSF REF R561-- 17901 3901 NE 68th St.,Vancouver WA NORTH LEE STREET. SUITE 312, ALEXANDRIA. VA, 22314)AND WTCI1(WOOD TRUSS COUNCIL OF AMERICA, 6300 , i. ENTERPRISE LANE, MADISON. WI 53119)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS t { TC DL 10.0 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. ' ""'-� 4 OREGON Y BC DL 5.0 PSF DRW CAUSR561 12325319 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS I* (-6,-.... ALPINE INOCONFORMANCEWITH TPILL NOT ;ORSPONSIBLE FOR ARV FABRICATING, HANDLING. SHIPPING OM THIS DESIGN:INSTALLING aHNY BRACINGURE TO OF TRUSSES.THE TRUSS 1.,'4.0'a 70'. fY BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFRPA)AND TPI. ALPINE S CONNECTOR PLATES ARE MADE OF AND. 16GA(W,H/SS/X) ASTM A653 GRADE 40/60(W. RD SHALL PER DRAWINGS 160A-2. �`-s-^ ANY INSPECTION OF PLATES FOLLOWED BY I,) SHALL BE PER ANNEX A3 OF TPI 1-2002 SEC.3. A SEAL ON THIS EXP. 17-Z5--`: DUR.FAC. 1 .00 FROM MRR ITW Building Components Group,Illi. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ' Sacramento,CA 9S Group, DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. Z. 11/21/2012 SPACING 24.0" J RE F- 1 URD5 6 1 Z 1 3 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F05) Top chord 4x2 DF-L #'I&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #'I&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -311# MAX. (See below) from a non-wind load Truss left end may be trimmed up to 1-4-0 minus the plate lap on the case requires uplift connection. insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") nails 2" from end along top and bottom chords through chords and into Max JT VERT DEFL: LL: 0.21" DL: 0.24" recommended camber 1/4" I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" Insert TE 2x4. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss must be installed as shown with top chord up. 24" f 15-3-5 H- H_ 6-2-1 H 22.687" Typ. L -I W=3X4 T 3X3= 3X6= 3X3= 4X8= 1.5X3 111 4X6= 1 .5X3 III 3X4= 3X4= 1.5X3 III 4X6= 1.5X3 (I I � 1-4-0 ` \-"\I���� �� +1 \�Rtr �'� 1-4-0 9 0-0 4X6= 4X4 4X6= 4X10= W=3X4= 3X10= 1 .5X3111 1 .5X3111 3X8= — 3X5 L— 5-6-8 >I•c 17-10-14 .-1 1-11-11 _1_1-11-11 1-11-11 _I_1-11•-11 1-11-7 ,I_ 1-11-7 2-0-3 2-1-8 2-0-3 1-11-7 1_ 1-11-7 2"4 0-4-1751 '1`6-I- >c >c �< �< _ . r -4-121 3-11-6 7 3-4-6 I 3-10-14 12-0-3 I 2-1-8 12-0-3 _� 4-1-2 E 23-5-6 Over 3 Supports ;{ R=212/-312 R=1819 W=5.5" R=840 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) ti) PRpp�. PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. � a- TY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way Inc 360-750-1470 '"WARNING'" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �4� ✓ 3901 NE 68Th St.,Vancouver WA NORTH LEE STREET, SUIREFER TO BCSITTE"312. ALEXANDRIA, VA,CoMpNENT SAFETY "2233M14)IAND NTCAB(WOODO TRUSS COUNCIL(TRUSSINSTITUTE, 6300 .,P' 6 ��4. TC LL 40.0 PSF REF R561-- 17902 ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 8 PF ., ' & �i TC DL 10.0 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 g OREGON BC DL 5.0 PSF DRW CAUSR561 12325320 "IMPORTANT'"FURNISH A CORY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. lOW BUILDING COMPONENTS OREGON d-� GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �' �l ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING HAND ING dfn BC LL 0 P ILII 1 L SHIPPING. INSTALLING A BRACING OF TRUSSES.DESIGN CONFORMS �� C` 1.[ 4� qct .O SF CA-ENG TSB/CWC CONNECTOR PLATES WARE MAADEITH IOFB20/1BLE 0/16GA((W,H/SSS oF D/N)(HSTM A653TIoNAL DGRADE 40/60(W,ESIGN SPEC. BY AX/HASS)"GALVD ' STEEL. INCAPPLYSf,&AAT W.a'''''' TOT.LD. 55.0 PSF S EQN- 24806 REV PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. MgIT i(5 2d� 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. DESIIGNGSIHOWNCATESruECSUITABILITY GNDFUSEIOFATHISGCOMPONENTRFOROANY BUILDINGOISLTHEORESPONSIRILIrVOF TOE DU R.FAC. 1 .00 FROM MRR is-2--1, Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. L" SPACING 24.0" JREF- 1 0561 Z13 11/21/2012 URD561_Z1 E THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BYTRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F06) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.( ) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -424# MAX. (See below) from a non-wind load Truss left end may be trimmed up to 1-4-0 minus the plate lap on the case requires uplift connection. insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") nails 2" from end along top and bottom chords through chords and into Max JT VERT DEFL: LL: 0.24" DL: 0.27" recommended camber 3/8" I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" Insert TE 2x4. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Truss must be installed as shown with top chord up. 24" 1------ 153-5 - -I- -I- 6-2-1 H 22.687" Typ. f- 7 W=3X4= 3X3= 4X6= 5X4= 4X8= 3X5= 3X3= 3X4= 4X6= 1.5X3 III 1.5X3 III 1.5X3 III 1 .5X3 III 1 +9-0-0 4X7= 3X5= 4X10= W=3X4= 3X10= 1 .5X3111 1 .5X3 III 3X10= 3X5= 5X6= 5-0-121>< 18-4-10 [1-4-1 ,1-11-11 _ >,1-11-11 _1_1-11-11 1-11-11 ,1,1-11-11 1-11-7 1-11-7 2-0-3 2-1-8 2-0-3 1-11-7 1-11-7 2 4 I1 4-121 3-11-6 DI_ 3-4-6 3-10-14 2-0-3 2-1-8 2-0-3 4-1-2 k23-5-6 Over 3 Supports =I R=152/-425 R=1929 W=5.5" R=865 W=4.125" I Design Crit: CUSTOM/TPI-2007(STD) [ FRt}�r PLT TYP. Wave FT/RT=6%(O%)/4(1) 10.03.tf 404 :1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 .•WARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. ;+`'14658 TC LL 40.0 PSF REF R561-- 17903 3901 NE 68h St.,Vancouver WA REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA. 6300 ,.+�,r�'"+�C� ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ss5.�-^"'-"„ e TC DL 10.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE L C.: ,�.� ; A PROPERLY ATTACHED RIGID CEILING. V--- "" 1. ec� -REGON BC DL 5.0 PSF DRW CAUSR561 12325321 **INPORTANT"•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 4L- , ck I ALPINE GROUP. INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS J�t +l Sri {d BC LL 0.0 PSF CA-ENG TSB/CWC low IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING T.BRACING OF TRUSSES. f •,,,"e DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF6PA)AND TPI. ALPINE ,g p+ 4Ps CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/55/K)ASTM A65:1 GRADE 40/60 (W. KSH.55)GALV, STEEL. APPLY F`P s- TOT.LD. 55.0 PSF SEAN- 24822 REV ANTIN TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED(7, THIS 015100, POSITION PER DRAWINGS 160A-2, ANV INSPECTION OF PLATES FOLLOWED BY ES5 SHALL BE PER ANNE%A3 OF TPI1-2002 LEC.3. A SEAL ON NENT = _ - DU R.FAC. 1 .00 F ROM MRR ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFUSSI ONAL ENGINEERING RFOR ONT IUITV SOLELY FOR THE TRU55 COMPONENT - - '�1 Sacramento,CA 95828 BUILDI GHDESI PE SARSI/TPI 1 SEC USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE 11/21/2012 SPACING 24.0" J RE F- 1 URD 56 1 Z 1 3 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. _ 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F07) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.( ) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.34" DL: 0.32" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.28" due to live load and 0.60" due to total load at X = 9-11-1. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. I- 9-11-13 -1- 24" -i- 6-2-1 H 1.22.463" Typ.H 1.5X3III 4X8— 1.5X3HHI 3X4= 1 .5X3III 3X3= 3X5= 1 .5X3III 4X8= 1 .5X3III "711.1 1-4-0 1-4-0 If - — '� 3X3= 4X8= 4X10= 3X5 III 3X5 III 6X10= 5X6= 4X6= f= 2-1-7 _l_ 1-11-3 >1< 1-11-3 _I_ T 1-11-15 l 1-11-3 . 1 2-1-8 _I_ 2-0-3 �I; 1-11-7 _I_ 2-1-11 I 4-0-11 3-11-3 6-0-14 4-1-2 2-7-7 "I- 5-4-6 -I- 10-2-0 < 18-1-14 Over 2 Supports > R=985 W=2.75" R=1013 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) OP PR01r PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. t . 1„ ��1� F'1-Y:1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-7504470 '•WARNING`• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. A 5ab-59 --9 - 4—‘ TC LL 40.0 PSF REF R561-- 17904 REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 216 Y,• t 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22319) AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 a I ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS V �, TC DL 10.0 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. W `..,.- BC DL 5.0 PSF DRW CAUSR561 12325314 ..IAIPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS N ,' O IC - .2„/ GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS °L ,t. .(e�� '4" BC LL 0.0 PSF CA-ENG TSB/CWC liv ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 6 BRACING OF TRUSSES. o DESIGN CONFORMS WITH APPLI OABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF6PA)AND TPI. ALPINE 61 �g aaa�6{{{�5'�'����``..��.. CONNECTOR PLATES ARE MADE OF 20/1e/16GA (W,H/SS/X) ASTM A653 GRADE 40/60(W, M/H.55) GALV. STEEL. APPLY 'w'.f4 Y� " TOT.LD. 55.0 PSF S EQN- 1183 PLATES TO EACH FACE OF TRU58 ANO, UNLESS OTHERWISE LOCATED ON THIS OESIGN. POSITION PER DRAWINGS 160A-Z. Tye.- - ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF; 222 SEC.3. A SEAL ON THIS _ _ 2 DU R.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DSIGNG51gDNCATESTHEC5E7 ABILIOTV USE ANSEIDFATHI SGCOMPONENTRR ANVUILO FOBINS .ELTHEORESPONSIBILITVMOfNTHE I• ` Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/21/2012 SPACING 24.0" JREF- 1 URD561_Z13 ' 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F08) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -471# MAX. (See below) from a non-wind load Connectors in green lumber (g) designed using NDS/TPI reduction factors. case requires uplift connection. Max JT VERT DEFL: LL: 0.30" DL: 0.33" recommended camber 3/8" Calculated vertical deflection is 0.24" due to live load and 0.57" due to total load at X = 14-3-13. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. 24" 1- 14-5-5 — 1- H- 6-2-1 H 129.016" Typ, , 3X5= 4X6= 4X10= W=3X4= 3X4= 4X8= T 1-4-0 L / / \ / 1-4-0 x e 9-0-0 x 3X5= 4X10= W=3X5= 3X4= 3X10= 4X12.--. 3X67-=- 1‹ X6=1< 4-2-12 >1< 18-4-10 jj, 2-2-6 _i_ 2-2-6 9I, 2-5-12 _i_ 2-5-12 �I� 2-5-12 1_ 2-5-12 - 2-1-8 �I� 2-0-11 ;I_1-11-15 -11-15 X12 f 4-5-8 4-11-9 4-11 9 2-1-8 2-0-11 4-0-10 k22-7-6 Over 3 Supports 'I R=87/-471 R=1919 W=5.5" R=867 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) q,>GD - IS PLT TYPyy. Wave FT/RT=6%(0%)/4(1) 10.03.►d +s.t13A-'14659 ' 4,A.`a:1 OR/-/1/-/-/R/- Scale =.34"/Ft, 3 0r1 NE 68thSt.,VanInc couver WA RENFERMTO TIB;,!, ILOINGES IRE EXTREME CARE COMPONEN SAFE VIINFORMATIDNI)N PUBN/SHED BVSPIIPI(TRUSS PILTEING NST�ITUTEC1NG.216 r ��% � ,,, TC LL 40.0 PSF REF R561 17905 NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22314)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 10.0 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. s --' F OREGON ,,,,{ BC DL 5.0 PSF DRW CAUSR561 12325315 "IMPORTART"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS e.ynyrt�, r (" i GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS -'.irtja. C,7,1a °moi BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE OESIGNFCOOFORMSWWITHTAPPLICABLERPROVISIONS OFLNOS (NATIONAL DESIGNLSPEC,dBY AF P)OFANTDRU�'ES, ALPINE F"` 4 CONNECTOR PLATES ARE MADE OF ANO. 16GA (W,H/SS/R)ASTM A651 GRADE 40/60 (W, H/H.SS) GALV, STEEL. APPLY �. TOT.LD. 55.0 PSF S EQN- 1191 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED'0), THIS DESIGN. POSITION PER DRAWINGS NTHIS. —„ Inc. ANY INSPECTION ET PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF BILITT002 SEC.3. A SEAL ON THNT -�n -1_-; DUR.FAC. 1 .00 F ROM MRR 1TW Building Components Group,Inc. DESIIGNSHOWNCATESTHEGSUITABILITY ANDFUSEIOFATHISGCOMPONENTRFOROANYBBUILDINGOI SLTHEORESPONSRBILITYMOFONTHE L t Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1URD561_Z13 11(21/701 F THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F09) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.27" DL: 0.38" recommended camber 1/2" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.20" due to live load and 0.58" due to total load at X = 22-5-11. Deflection meets L/360 live and L/240 total load. Creep increase factor for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. 21.„.____ 22-7-3 -I_24 1- 6- 2-1 H 281 925" Typl W=3X4= 3X5= 3X6= 4X6= 4X10= 3X5= 3X4--- 4X6= 9-0-0 __L 3X4= 3X6= 4X4= 4X 2= 4X10= 3X4= 3X10= 3X5= W=3X4= 12-4-10 >� 18-4-10 ,I 2"4 z a2-5-11 I_2-5-11 I2-5-11 2-5-11 `I_ 2-6-7 I<2-5-12 __2-5-12 > 2-5-12_1_2-5-12' ` ' '1<2-1-8,1,2-0-3,1J-11-7,1 IE2-1-8,IC2-0-3- 1-11-7 11-7y 2 4-11-6 4-11-6 I 2-6-7 4-11-8 4-11-8 2-1-82-0-3I 4-1-2 —30-9-4 Over 3 Supports >l R=610 W=4.125" R=2058 W=5.5" R=875 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TP FT/RT 6%(0)/4( ) ) 10.03. 1=A �60,¢+S 4TY:3 OR/-/1/-/-/R/- Scale PLT TYP. Wave ° � Y .,.., =.25"/Ft. Trus-Way,Inc 360-750-1470 WARNING'* TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. Y ❑ n 4 � :, TC LL 40.0 PSF REF R561-- 17906 3901 NE 68th SL,Vancouver WA NOgTH TLEE STREET(BSUITEN312ALEXANDRIAETVAIN223 d)IAND MPT�I B,(WOOpD%„'s-Ps' COUNCIL POFTEAMERICAUTE. 6]00 O F ENTERPRISE LANE. MADISON.WI 53]19) FOR SAFETY PRACTICES NRIOR TO PERFORMING THESE FUNCTIONS. UNLESS - f"T _„...y----:4,-- 'E, TC DL 10.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED R1010 CEILING. e,te+�aw } BC DL 5.0 PSF DRW CAUSR561 12325316 "IMPORTANTA`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS , ORREGONI! G ((F GROUP. INC. SHALL NOT RE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC {� ' 15 1�y � Y BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE I IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE p� CONNECTOR PLATES ARE MADE OF 20/10/16GA (W.H/SS/X) ASTM A6S3 GRADE 40/60(W. X/PASS)GALV. STEEL. APPLY LFAY`J g¢M1y'�,$}r Of TOT.LD.LD. 5 5.0 PSF SEQN- PLATES TO EACH FACE OF TRUSS ANO. UNLESS OTHERWISE LOCATED ON TNIS DESIGN. POSITION PER DRAWINGS 160A-Z. 4.'7Y \.1,1$1 a�T°- ,� QN- 1211 ANY INSPECTION ES PLATES FOLLOWED BY(�) SHALL BE PER ANNE%A3 OF TPII-2°02 SEC.3. q SEAL ON THIS v DU R.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DESWGNGS2WINCATESTHECSUITABILITV ANOFUSEIOFATH T0E4PONENTRFOROANYBBUILOmri LTHE RESPONSIBILIT OFN HE =-\ 1?-31-1S Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF-- 1 URD56 1 Z 1 3 11/21/2012 — • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F10) Top chord 4x2 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 t Bot chord 4x2 DF-L #1&Bet.(g) Webs 4x2 DF-L Standard(g) See DWG CNSY42PL0109 for connection details of 2 ply trusses. Connectors in green lumber (g) designed using NDS/TPI reduction factors. + 2x6 continuous strongback. See detail STRBRIBRO211 for bracing and bridging recommendations. Special loads Negative reaction(s) of -706# MAX. (See below) from a non-wind load (Lumber Dur.Fac.=1.00 / Plate Dur.Fac.=1.00) case requires uplift connection. TC- From -87 plf at 0.00 to -87 plf at 12.39 TC- From 145 plf at 12.39 to 145 plf at 19.85 Max JT VERT DEFL: LL: 0.17" DL: 0.25" recommended camber 1/4" TC- From 95 plf at 19.85 to 95 plf at 30.77 BC- From 5 plf at 0.00 to 5 plf at 30.77 Trusses to be spaced at 12.0" OC maximum. Calculated vertical deflection is 0.08" due to live load and 0.33" due Deflection meets L/360 live and L/240 total load. Creep increase to total load at X = 22-5-11. factor for dead load is 2.00. Truss must be installed as shown with top chord up. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. I- 22-7-3 -1- 24" -1-6- 6-2-1 `I 281- 925" Typl. W=3X4 3X5= 3X4E 3X4= 3X6= 3X3= 3X3 3X4= 1-4-0 + *� \ 1-4-0 �_ -- , 9-0-0 _L 3X4= 3X5= 3X4= 3X8- W=3X4= 3X8= 3X3= 3X5= 3X4= L 12-4-10 >Ic 18-4-10 >j 2"4 2-5-11 2-5-11 2-5-11 2-5-11 2-6-7 2-5-12 2-5-12 2-5-12 2-5-12 2-1-8 2-0-3 1-11-7 1-11-72"4 2'4 4-11-6 4-11-6 2-6-7 4-11-8 4-11-8 2-1-8 2-0-3 4-1-2 30-9-4 Over 3 Supports 'I R=556/-706 W=4.125" R=2273 W=5.5" R=870 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) oPROM PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. r4..k,"G1t,: • Y:1 OR/-/1/-/-/R/- Scale =.25"/Fpt. Trus-Way,Inc 360-750-1470 'R•AERNTTri BC"I TRUSSE LDING IRE EX EEMECATYINFORMAT ION3N PUBN/SHIED BYSpI PP I(TRUSSPLATEI NSVT UTNE C 1218 }JL ,yi 4659 � �., TC LL 40.0 PSF REF R561-- 18733 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314) AND WTCA (WOOD TRUSS COUNCIL OF AMERICA, 5300 C - ���� ,._�-",'— r. ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 999. F Y` J 1 TC DL 10.0 PSF DATE 11/21/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RI010 CEILING. 16 --._.-----T R BC DL 5.0 PSF DRW CAUSR561 12326003 "IMPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS p �pi �,G '-c �, p — ALPINE I INOCONFORMANCEALL WITHOTPIE ORPONSIBLE FOR ANY FABRICATING. HANDLIVIATION ING, SHIPPING, THIS DESIGN: ANY NSTALLING A BRACINGURE TO BUILDOF TRUSSES. THE TRUSS r441),/ ,,,,�,,i;, _0,,R , BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE A W TOT.LD. 55.0 PSF SEQN- 1071 CONNECTOR PLATES ARE MADE OF 20/1R/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(W. K/H,SS) GALT. STEEL. APPLY `: . PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160HIS. ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DU R.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DESWGNGSHOWNI CATESTHECSUITAe1LI TY zoo= ITFATHES6c1=0R ENr1:: BBU ANYI LDINGO ISLTHETRESPONSRBILI C,0610FNTHE EX_ 12-3";_ Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/21/2012 SPACING 12.0" JREF- 1URD561_Z13 1 • , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F11) Top chord 4x2 DF-L #1&Bet.(g) Truss right end may be trimmed up to 1-4-0 minus the plate lap on the Bot chord 4x2 DF-L #1&Bet.( ) insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x Webs 4x2 DF-L Standard(g) 3") nails 2" from end along top and bottom chords through chords and into I-Joist flanges, (may be nailed after end is trimmed). I-Joist: Connectors in green lumber (g) designed using NDS/TPI reduction factors. 13" Insert TE 2x4. This truss spaced @ 24.0" OC supports additional concentrated load at Negative reaction(s) of -263# MAX. (See below) from a non-wind load case left end from 9.00' stud wall (13.00 PSF) supporting 2-0-0 roof spans requires uplift connection. with 1-0-0 overhang. Roof load: 25.00 psf LL and 7.00 psf DL. Deflection meets L/360 live and L/240 total load. Creep increase factor Truss must be installed as shown with top chord up. for dead load is 2.00. 23.125" Typ. 2X3 III 3X5-=- 3X6-- , 1-4-0 1-4-0 41111111111 III I II 11111-1111111111=111111111111111111/1 i LIILr ,A + 9-0-0 1 3X5= 3X3= 3X4 1-10-10 0"12 2-0-10 2-1-2 1-4-12 2-1-6 >k2-1-2 1-4-12 5-7-4 Over 2 Supports R=1122 W=5.5" R=-264 Design Crit: CUSTOM/TPI-2007(STD) ,Q+ p PRQFfi. PLT TYP. Wave FT/RT=60%(0%)/4(1) 10.03.4k Le tt;ry . :5 OR/-/1/-/-/R/- Scale =,75"/Ft. Trus-Way h)c 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 4Co -''9 4 6 59 . TC LL 40.0 PSF REF R561-- 18734 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING 2, ALEX' SAFETY INFORMATION), PUBLISHED BV TPI (TRUSS PLATE INSTITUTE. 216 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA. 22314)AND WrCA(W000 TRUSS COUNCIL OF AMERICA, 6300 ..^�f 1 ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS }� - TC DL 10.0 PSF DATE 11/21/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE .• t3 4 A PROPERLY ATTACHED RIGID CEILING. . W .ee�A, Tli N ; , BC DL 5.0 PSF DRW CAUSR561 12326002 "IMPORTANT"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV/BUILDING COMPONENTS �,G.�- `7 1.ALPINE IGROUP, INC. S NLL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �}� t ,9gg BC LL 0.0 PSF CA-ENG TSB/CWC nimpr IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. �'e7" T( if DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE ' ''414224,14S.°'>" / p �;,A : TOT.LD. 5 5.0 PSF SEQN- 24849 REV CONNECTOR PLATES ARE MADE OF 20/i6/16GA (W,H/55/K)ASTM A653 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-2. , ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS EXP __ DU R.FAC. 1 .00 FROM MRR DRAWING INDICATES ACCEPTANCE DF PROFESSIONAL ENGINEERING RESPONSIBI LIN SOLELY FOR THE TRUSS COMPONENT - _ 12-5.'1- ITW 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 1 SEC. 2. SPACING 24.0" J R E F- 1 URD56 1 Z1 3 11/21/2012 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F12) Top chord 4x2 DF-L #1&Bet.(g) Truss right end may be trimmed up to 1-4-0 minus the plate lap on the Bot chord 4x2 DF-L #1&Bet.(g) • insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x Webs 4x2 DF-L Standard(g) 3") nails 2" from end along top and bottom chords through chords and into I-Joist flanges, (may be nailed after end is trimmed). I-Joist: Connectors in green lumber (g) designed using NDS/TPI reduction factors. 13" Insert TE 2x4. Negative reaction(s) of -265# MAX. (See below) from a non-wind load Special loads case requires uplift connection. (Lumber Dur.Fac.=0.90 / Plate Dur.Fac.=0.90) TC- From 100 plf at 0.00 to 100 plf at 5.60 Deflection meets L/360 live and L/240 total load. Creep increase BC- From 10 plf at 0.00 to 10 plf at 5.60 factor for dead load is 2.00. TC- 378.00 lb Conc. Load at 0.00 TC- 300.00 lb Conc. Load at 2.11 Truss must be installed as shown with top chord up. 23.125" Typ. l' • • 2X3 III 3X5= 3X6= qqq I 1-4-0 1-4-0 i/ o 9-0-0 \l 3X5= 3X3= 3X4 L, 1-10-10 12 2-0-10 2-1-2 x 1-4-12 2-1-6 2-1-2 1-4-12 I< 5-7-4 Over 2 Supports R=1428 W=5.5" R=-265 Design Crit: CUSTOM/TPI-2007(STD) .03 PRO/e, PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. 4 "s -.. P►'+ " t. Y:1 OR/-/1/-/-/R/- Scale =.75"/Ft, s Trus-Way,Inc 360-750-1470 NAR REFER TO BCS TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. .c...4. .1"48 C 1° TC LL 40.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE ESTREET, SUITE 312,I (BUILDING AALEXANDRIA,19) VA, 223314)ETY AN 117CAES (WOOD IOR TRUSS PERFoM OUNNG EHESEOFUNAMERICANENT SAFE, INFORMATION), PUBLISHED BY TPI (TRUSS PLATE UTEUN6300LESS 465 TC DL 10.0 PSF REF R561- 17909 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE DATE 11/21/12 A PROPERLY ATTACHED RIGID CEILING. !y1Y'"c�,ryy,� "�IMPORTANT"'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. RTW BUILDING COMPONENTS I \ OREGON I A` BC DL 5.0 PSF DRW CAUSR561 12326001 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS p,, ,frf,, ..z f BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE I IN DESIGNFORMANCE CONFORMSWITH WITHTPI; OR APPLIICABLERPROVIStoNISaOFLNOS(NATIONAL DESIGNLLING SPEC,ABY AF&PA)CING OANDTRUSSES. TPI. ALPINE .>�'?py 71 1p�A {{l?i� CONNECTOR PLATES ARE MADE OF 2O/10/16GA(W.H/5S/K) ASTM A653 GRADE 4O/60 (W, K/H,SS) GALV. STEEL.APPLY `'f i`V.L9 TOT.LD. 55.0 PSF SEQN- 24845 REV PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. t$ ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-AUTO SEC.3. A SEAL ON THIS PRFUSEI12-31-3::-.' DUR.FAC. 1 .00 F ROM MRR I1W Building Components Group,Inc. DESIGN SH OW NCATESTHECSUETABIITY PLON I.ENCCOEERIENTRFOR ANYRBUI DING SP ELTHEOREONTIBILITVFNEHE O -nr/2 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 11/21/2012 SPACING 24.0" JREF- 1URD561_Z13 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F13) Top chord 4x2 DF-L #1&Bet.(g) Truss right end may be trimmed up to 1-4-0 minus the plate lap on the Bot chord 4x2 DF-L #1&Bet.(g) insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x Webs 4x2 DF-L Standard(g) 3") nails 2" from end along top and bottom chords through chords and into I-Joist flanges, (may be nailed after end is trimmed). I-Joist: Connectors in green lumber (g) designed using NDS/TPI reduction 13" Insert TE 2x4. factors. Deflection meets L/360 live and L/240 total load. Creep increase Truss must be installed as shown with top chord up. factor for dead load is 2.00. 22.769" TYP, 1X3 III 3X4= I 1-4-0 r 1-4-0 ! © 9-0-0 3X3= 3X3= 141` 2-0-4 >1< 1-4-12- ->. i-- 3-7-4 Over 2 Supports '1 R=213 W=4.125" R=184 Design Crit: CUSTOM/TPI-2007(STD) 0S) PROS PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03.,A tit ?1ti "4, * ' :3 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 •RErFnERRTONBC5ITRUSSES 11 IENGICOMPONENTISCORE INFORRICATI)N PUBLIDSNEDBVSHIIPPING, I SPLATEI NSNDTUTRECIN •T ' 14659._V � TC LL 40.0 PSF REF R561-- 17910 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 i qp ^ 8..- 88 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -,$m^° TC DL 10.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE iC f_,_. n A PROPERLY ATTACHED RIGID CEILING. , BZ; OREGON 1, BC DL 5.0 PSF DRW CAUSR561 12325317 "IMPORTNMT."FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS 4� p+ 1,��SQ� M - ALPINE GROUP. INC. SWILL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS $a4 SCC 4 BC LL 0.0 PSF CA-ENG TSB/CWC IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. f DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF6PA) AND TPI. ALPINE y�,.f/ P A�4r°._ • CONNECTOR PLATES ARE MADE OF AND, 16GA SOTHES/K)ASTM A653 GRADE 40/60 IR. K/H.SS)GALV. STEEL. APPLY &A TOT.LD, 55.0 PSF S EQN- 1236 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 EXP. 2-3-1-1 3 DUR.FAC. 1 .00 FROM MRR ITW BuildinComponents Group,Inc. AWGSHONDNC.ATES THUTTPROFESOTL HENCONT 6BLITLY INGLHE55 ICTPOT Sacramento,C4 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. z. 11/21/2012 SPACING 24.0" J RE F- 1 URD 56 1 Z 1 3 W THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124335-LEGEND HOMES PLAN ASPEN B FLOORS -- WILSONVILLE, OR - F14) Top chord 4x2 DF-L #1&Bet.(g) Truss right end may be trimmed up to 1-4-0 minus the plate lap on the Bot chord 4x2 DF-L #1&Bet.(g) insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x Webs 4x2 DF-L Standard(g) 3") nails 2" from end along top and bottom chords through chords and into I-Joist flanges, (may be nailed after end is trimmed). I-Joist: Connectors in green lumber (g) designed using NDS/TPI reduction 13" Insert TE 2x4. factors. This truss spaced @ 24.0" OC supports additional concentrated load at Deflection meets L/360 live and L/240 total load. Creep increase factor left end from 9.00' stud wall (13.00 PSF) supporting 2-0-0 roof spans for dead load is 2.00. with 1-0-0 overhang. Roof load: 25.00 psf LL and 7.00 psf DL. Truss must be installed as shown with top chord up. 11.125" Typ. 1X3 III 3X4= 3X4 1-4-0 1-4-0 / ,,'-'-','-''''---------- ______ , $ 9-0-0 3X4= 3X3= —0-10-10--- 3X3 0"12 y 1-0-10 ,y 2-1-2 1-4-12 II 1-1-6 I` 2-1-2 'C 1-4-12 1- 4-7-4 Over 2 Supports d R=848 W=5.5" R=90 Design Crit: CUSTOM/TPI-2007(STD) 1{*!•D PRppe PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. 9. .' 0 TY:6 OR/-/1/-/-/R/- Scale =1"/Ft. Trus-Way,Inc 360-750-1470 “fARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. AB TC LL 40.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING 2, ALEXA SAFETY INFORMATION), PUBLISHED ev TPI (TRUSS PLATE INSTITUTE. 218 44 1s '14659 -f9 REF R561-- 17911 NORTH LEE STREET, SUITE 312. ALEXANDRIA. TA, 22314) ANO wTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 r�tS ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS B ". T' TC DL 10.0 PSF DATE 11/20/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE _,nF A PROPERLY ATTACHED RIGID CEILING. - - n f BC DL 5.0 PSF DRW CAU5R561 12325318 ..06FORTAMT"FursNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS k OREGON ...,) GROUP. INC. SWILL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS s.y � $ �T { BC LL 0.0 PSF CA-ENG TSB/CWC Now ALPINE DESIGNIN FORMANCE CONFORMSWITH WITHTPI: OR APPLICABLERPROVISIONSAOFLNOS(NATIONAL DESIGNLLING SPEC.&BYRACING AF&P)OANDRTPI. ALPINE LP". T` 10 E� CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/X) ASTM A653 GRADE 40/60 (W. N/H.SS) GALT. STEEL.APPLY ''''',Q04 .- TOT.LD. 55.0 PSF SEQN- 1 24 1 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 DUR.FAC. 1 .00 FROM MRR ITW Building Components Group,Inc. DESMIINGSHOWNCATESTHECSUETABILITY PANDFESSIONAL ENGINEERING RFOROANVBIUIL01NGO15LTHEORESPONTRUSS COMPONENT F=-:,:,!---'. Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J RE F- 1 URD5 6 1_Z 1 3 11/21/2017 • A