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Plans (10) /Itis 0 r2_-06316 ( (4 ( 33 Scu tJ /kk7 RECEIVED DEC 192012 31' CITYOFTIGARD BUILDING DIVISION ,90 ,v' I I vi Zvi Yi w (': v v' <2- s,'1 -,. ..-• -, 0 -, oI SJ02 ( ( EJO. --- V 0 to G N V 7 a- -� �s - 0 C3- SJo4 II • - -) -, -3 - II JO II II II P05 II II II SJOE - II II a -1/2" Coffer II II a __ ----= 1 _ I —, T16 LaI T15 = g— == T14 —== T12 RI n q . Co M M ch .O^ T12 cip - -- --- T11 M •cP T10 T09 11 FADE d' II- II F- II EJO/ cs M li I- � II �Joz 106 "'N L / TO5 STR^ — �6 1:... y Hand Frame y TO4 GE o Legend Homes ° o °' o. Laurel A - c z= al 1 7/121'-0"oh 1 1 W 7" OAHeels U.N.O. TOISTR F N c N 1 11 g_C g N i� 42# Load �N 311 8 a 9'0"8 s ;o 6 `4 13' c i 0 U)W " 15'4"12 .. 0 11'9"12 11' 272„8 a, i JOB NO: 124626 PAGE NO: 1 OF 1 31' , QOM cel `Cod o; o o'_ C\I I U _v a1 01 o o� o: o: .0„,h0 LI I I . U .. _ __,, I/ 111WAN_ - - - I 04 I iliWsk. I AMIE 7-1/2" C•Affidimml I T18 = I I I . I T15 =_ I 1 T1 — N co e M _cs r) n Y 4O ~ co Ti _ _ 7 T11 --- -- in _ T10 ,— T09 I II S.1nF p Q II I "4- -.7- SJ'' ii o') Il Q II SP:. I- o F S F V ' Io i f f T06 ti STR T05 OS/ _ b (1) j o GE 104 Hand Frame i:. °' oa Legend Homes o Laurel A to o= 7/12 1�_0"oh z 2W STR T01 7" OAHeels U.N.O. - 3 _a !,7 RS C N C C O 9'0"8 X03'11 8so N..® 42# Load oaW 13' 11'9"12 —0 15'4"12 ' a. .A 27'2"8 Lr JOB NO: - 124626 PAGE NO: 1 OF 1 ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page 1 of 1 Document ID:1 US 1561-Z08 14 1 60234 Truss Fabricator: Trus-Way, Inc Job Identification: 124626-LEGEND HOMES Laurel A -- , OR Model Code: IRC Truss Criteria: I RC2009/TPI-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - 42 PSF @ 1.15 Duration Floor - N/A Wind - 110 MPH (ASCE 7-05-Closed) ��.tp PRQAu^ Notes: fir, 1. Determination as to the suitability of these truss conponents for the 'o structure is fthe ddresponsibility11of the building designer/engineer of 4.7 ���5; 2. AscosEiolbnaoe at�acfteSndAawi/Ts! fhe drawing number i s rr---� 9 preceded by: CAUSR561 OREGt>h! Details: A1101505-GBLLETIN-A1103005- �¢ aEC r gag ty� Submitted by CWC 16:02:13 12-14-2012 Reviewer: TSB �rs�/qK W.Oks- $ $ # Ref Description Drawing# Date EXP. 1?742182 1 41193--T01 12349199 12/14/12 2 41194--T02 12349200 12/14/12 3 41195--T03 12349201 12/14/12 4 41196--T04 12349202 12/14/12 5 41197--T05 12349203 12/14/12 6 41198--T06 12349204 12/14/12 7 41199--T07 12349205 12/14/12 8 41200--T08 12349206 12/14/12 9 41201--109 12349207 12/14/12 10 41202--T10 12349208 12/14/12 11 41203--T11 12349209 12/14/12 12 41204--T12 12349210 12/14/12 13 41205--T13 12349211 12/14/12 14 41206-414 12349212 12/14/12 15 41207--T15 12349213 12/14/12 16 41208--T16 12349214 12/14/12 17 41209--J02 12349215 12/14/12 18 41210--J04 12349216 12/14/12 19 41211--J06 12349217 12/14/12 20 41212--J08 12349218 12/14/12 21 41213--J10 12349219 12/14/12 22 41214--J12 12349220 12/14/12 23 41215--J14 12349221 12/14/12 24 41216--JC04 12349222 12/14/12 25 41217--JC06 12349223 12/14/12 26 41218--JC08 12349224 12/14/12 27 41219--JC10 12349225 12/14/12 28 41220--JC12 12349226 12/14/12 29 41221--JC14 12349227 12/14/12 30 41222--JCCJ 12349228 12/14/12 31 41227--SJ02 12349229 12/14/12 32 41228--SJO4 12349230 12/14/12 33 41229--SJ06 12349231 12/14/12 (124626-LEGEND HOMES Laurel A -- OR - TO1) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. See DWGS A11015050109 & GBLLETIN0109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Fasten rated sheathing to one face of this frame. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. 3X5= 7I A __ � 7 4-8-8 0-111-0 // __V /— a __ �\ 0 11-0 ////////////////�///////////// " 9-° L Lc 1' F-= 13-0-0 JI • L 6-6_0 6-6-0 k '13-0-0 Over 2 Supports ;J R=258 U=45 W=3.5" RL=102/-102 R=122 PLF U=8 PLF W=9-0-8 Note: All Plates Are 2X4 Except As Shown. _ Design Crit: IRC2009/TPI-2007(STD) ov, PRopto PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. I��_'w�(� Trus-Way IItC 360-750-1470 `•WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �FUTVR "Y'1 (OR/-/1/-/-/R/- Scale =.5"/Ft. 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUIOTEN312 AOLEXANORIAE VIN F R11C)IpND WTCAB(WOOD TRUSSI COUNCIL POFTEAMEAND B E. fi300 } lir J TC LL 25.0 PSF REF R561-- 41193 OTHERWISEENTERPRISINDICATEDDTOPNCHORD SHALL9HAVERSAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURALEPANELSNANDHESE HOTTOMNCHORDSSHALLNHAVE f A PROPERLY pTTpCMED RIGID CEILING. •-/q -/�J/N� # TC DL 7.0 PSF DATE 12/14/12 "INPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. lOW BUILDING COMPONENTS ,ry QRi=GGON BC DL 10.0 PSF DRE CAUSR561 12349199 Now GROUP, INC. SHALL NOT BE RESPONSIBLE FOR HAY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS t?`- y�JR•p $LS V ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES. 7�d 4i-T 1g Q 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 CONNECTOR PLATES ARE MADE OF 20/16/16. (W,N/SS/K) ASTM A653 GRADE 40/60(W, R/H,SS)OSLO. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. �t/A� ,��� TOT.LD, 4 2.0 PSF S EQN- 6 64608 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,. A SEAL ON THIS 1TW Building Components Group,Inc. DRAWlNO INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT OUR.FAC. 1 .1 5 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANP USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILI OF THE 12 J 1-f' FROM KTC BUILDING DESIGNER PER ANSI/TPI l SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561_Z08 I 1 1 i (124626-LEGEND HOMES Laurel A -- OR - T02) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Calculated vertical deflection is 0.05" due to live load and 0.15" due Bottom chord checked for 10.00 psf non-concurrent bottom chord live to total load at X = 10-0-0. load applied per IRC-09 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, ffactortion for deadsload40 is12. 000and L/180 total load. Creep increase Ce=1.00, CAT II & Pf=19.25 psf. 6X6 7 71 4X4 4-8-8 4X4 0-1Ii-0 (( ,- - V V _.41. _ 01V 0 3X5 III V 90 4X8= 3X5 III 1 ' 1 3-11-8 J< 9-0-8 .1‹ 1 ' 6-6-0 6-6-0 6-6-0 6-6-0 L- 6-6-0 _I, 6-6-0 1 13-0-0 Over 3 Supports d R=581 U=66 W=3.5" RL=102/-102 R=105 W=5.5" R=605 U=61 W=5.5" Design Crit: IRC2009/TPI-2007(STD) 1gp PROFS. PLT TYP. Wave FT/RT=B%(0%)/4(1) 10.03.t 44 :I i.;.`, `s +�'Y:2 OR/-/1/-/-/R/- Scale =.5"/Ft. TRIS-Wa Inc 360-750-1470 "iminaING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 5 +~Q # 3901 NE 68th St.,Vancouver\VA STREET(BSUITEN412, ALLEXANDRAIAVA , , 223314)IAND WTCAB(W0000 TRUSS COUNCIL POFTEAMERICAUTE, 6300 @ 6 9 +~ TC LL 25.0 PSF REF R561-- 41194 NORTH LEE ENTERPRISE LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESSg OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE l ..„4. Tl. DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. 1 ,(�{�,—�n��,l I **IMPORTANT'`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS OREGON BC DL 10.0 PSF DRW CAUSR561 12349200 minor GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS y� A[ ALPINE IN CONFORMANCE WITH TPI: OR RESPONSIBLE HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. Sl 4* 7 VO.jy q.,:, 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� `� CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/A) ASTM A653 GRADE 40/60(W, R/H,SS)GALV. STEEL. APPLY {�,1'Ag 7A( PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. �'"rP'i $$e �� TOT.LD. 4 2.0 PSF HON-- 664 60 1 ANY INSPECTION OF PLATES FOLLOWED BY(1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS IT1V Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DU R.FAC. 1.15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT fOR qNY BUILDING IS THE RESPONSIBILITY OF THE �`��' 12-31-13 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. I7/14/2017 SPACING 24.0" JREF- 1US1561 Z08 ( 1 = 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T03) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. 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. 1 / `� 11-10-1 R=117 RL=64/-27 7 . 3-1-9 2X4 III 0-11-0 V 1 )( 9-0-0 X R=76 -1-0-0_,J 3X5 III 1"12 I 3-7-12 3-9-8 Over 3 Supports %{ R=238 U=50 W=5.5" Design Crit: IRC2009/TPI-2007(STD) t PRQp�. PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03..4 l ' 11-,,,,,'9 �.TY:2 //OR/-/1/-/-/R/- Scale =.75"/Ft. Tnls-Wa{yy lI1C 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AAD BRACING. SA6�� "Y . . TC LL 25.0 PSF 3901 NE 68th St.,Vancouver SVA REFER TO%CSI (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED%TPI (TRUSS PLATE INSTITUTE. 216 _ REF R561-- 41195 NORTH LEE STREET, SUITE 312. ALE%ANORIA, VA, 223,4)AND WTCA(W000 TRUSS COUNCIL OF gMERICA 6300 • ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 3 � �~r Jf A PROPERLY ATTACHED RIGID CEILING. i / s BC DL 10.0 PSF DRW CAUSR561 12349201 •.IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS erg 7,71sc _ now GROUP. INC. SHAWL HOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS a` Sn ( BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES. ! VDESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE �f CONNECTOR PLATES ARE MADE OF 20/1B/16GA (W.H/S5/X) ASTM A653 GRADE 40/60(W. R/H.SS) GALV. STEEL. APPLY.} �e TOT.LD. 42.0 PSF SEQN- 664610 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS,60A-Z. Mim'ANY INSPECTION OF PLATES FOLLOWED BV(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC-3. A SEAL ON THISITW Building Components Group,Inc. DRAWINGINDICATESACCEPTANCE OFPROFESSIONAENGINEERINGRESPONSIBILITYSOLELY FORTHETRU55 COMPONENT OUR.FAC. 1 .15 FROM KTC Sacramento,0.4 95828 DESIGN SHOWN. TME SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPoNSIBILITY OF THE EX.F'. 12-31-13 BUILDING DESIGNER PER ANSI/TPI , SEG. 2. 12/14/2012 SPACING 24.0" J RE F- 1 US 1 5 6 1 Z08 t , , , 1 3 ' 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.01 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss spaced at 24.0" OC designed to support 1-0-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top 3X5 chord must not be cut or notched. On t 4-0-5 ■1,1,0 hi670iIdIliUiIiIiI ■ 0-7-0 ///////////////////////////// 908-0-0 800 4X6(B3)(R) III 4X6(B3)(R) III L, 1 ,J L, 1 , 31 L_ 5-10-14 ,l_ 5-10-14 J F< 11-9-12 Over Continuous Support R=104 PLF U=16 PLF W=11-9-12 RL=9/-9 PLF Note: All Plates Are 2X4 Except As Shown. — Design Crit: I RC2009/TPI-2007(STD) *0'D 12"i.T PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. , # 0,c .11.-- :1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tnls-Way Inc 360-750-1470 "WARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. c TC LL 25.0 PS F 3901 NE 68Th St.,Vancouver WA REFER TD BCS) (BUILDING COMPONENT SAFETY INFORMATION). PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ~`1 46 59 1 1q+ REF R561-- 41196 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)ANO WTLA(WOOD TRUSS COUNCIL OF AMERICA, 6300 i"� JF ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��„/, TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,a _ A PROPERLY ATTACHED RIGID CEILING. Pa r.,-"'�" "IMPORTANT• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS [A ', n�n6 EGON .,, BC DL 10.0 PSF DRW CAUSR561 12349202 'my GROUP. INC. SHALL NOT BE RESPONSIBLE AT NGR ANY DEVIATIONI , FROM THIS ALLING; ANY INGFAILURE TO BUILDS. THE TRUSS +/Qj Cis.T1 S�a� Q�' BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BV AFAPA)AND TPI. ALPINE (),,R j� /�`�'y CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM AGS3 GRADE 40/60(W, K/H,SS)GALV. STEEL, APPLY 4 W.V• TOT,LD, 42.0 PSF SEAN- 664615 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1600-2. ANY INSPECTION OF PLATES FOLLOWED BY (,)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS [T\V Building Components Group,Inc, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRU55 COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, 12/14/2012 SPACING 24.0" JREF- 1US1561 ZO8 1 , , , T 1 A r THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - TO5) Top chord 2x4 DF-L #1&Bet.(g): T2 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.2.6 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Wind loads 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. See DWGS A11030050109 & GBLLETIN0109 for more requirements. Deflection meets L/240 live and L/180 total load. Creep increase Calculated vertical deflection is 0.00" due to live load and 0.11" due factor for dead load is 2.00. to total load at X = 17-6-13. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. Truss spaced at 24.0" OC designed to support 1-0-0 top chord 3X5 outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. di i i (*) Provide lateral bracing for inset member. Attach nailer at edge of lower roof diaphragm, or use purlins at 24" oc. 1 1 3X4. 7 —1 7 8-6-4 1 7 0_7_0 ' 11 T2 (*) 0-7-0 ,` _L T //////////// //////////////////,//////////// r R / B. �� T 18-0-0 4X6(63)(R) III 3X5= 4X6(B3)(R) III L1 '..L.c 13-7-4 =11-9-8 11-9-12 =11 '..J Ic 21-4-0 21-3-2 5-10-8 �� 5-11-6 13-7-4 13-7-4 F- 27-2-8 Over 3 Supports ,I R=87 PLF U=11 PLF W=13-7-4 R=824 PLF U=148 PLF W=1-9-8 R=585 U=98 W=5.5" RL=16/-16 PLF Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) 4vV PROt PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.1; ,42 1 ;,,,;a aiY:1 OR/-/1/-/-/R/- _ Scale =.275"/Ft. TnIS-Wa IIIc 360-750-1470 "WARMING"`TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4. 3901 NE 68th St.,Vancouver WA NORTH SUITEN312, ALEXANDRIA, 0*. 22331144)IAND CAB(WOO WTD TRUSS COUNCIL PCFTEANERICAUTE 6300 Cr 4 6 59 TC LL 25. PSF REF R561-- 41197 LEE STR ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS „...--71...0.0" �- ' TC DL 7.0 0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. /-yp�./ryAp E - "`IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS A OREGON • BC DL 10.0 PSF DRW CAUSRS61 12349203 �F ALPINE _ GROUP, CONFORRMANCE WITHTPI; ORpONSIBLE FOR ANY FABRICATING. HANDLING, SHTPPIFROM NG TINSTALLING A BRACINGFAILURE OF TRUSSESBUILD THE TRUSS �'S [{ h n-7 VO (�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH MADE OFBLE PROVISIONS OF NDS (NATIONAL DESIGNGRADSPEC, BY AU/H S AND TPI, ALPINE ".,'"11}OLL�y Gy'.-- ' TOT.LD. 42.0 PSF S EQN- 664 624 CONNECTOR PLATES ARE APPS OF LE/1ROVISA (S,HFSN/S) ASTM NAL3 GRADE SPEC,(W, F&PA) ) DA TPI STEEL. ALPIN PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS . ___ ANY INSPECTION Of PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3, A SEAL ONNTHISTHIS ITW Building Components Group,Inc. DRAIING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY EOR THE TRUSS COMPONENT EXP, 12_31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,C.A.95828 DESIGN SHOWN. THE SUI TABILITV AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 • ' T 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - TO6) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.26 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 Standardg ) 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 0.07" due to live load and 0.22" due to total load at X = 4-5-11. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= 2X4 2X4 0\ 0 8-6-4 7 0-7-0 0-7-0 rild T •• 3X5 18-0-0 4X6(83)(R) III 3X4= 3X4= 4X6(63)(R') III L1 ,...! L1 ,..1 l< 6-10-2 _I_ 6-9-2 I 9-0-3 6-9-2 I' 9-1-2 _1' I_ 6-10-2 9-1-2 J L L, 13-7-4 _j_ 13-7-4 I' 27-2-8 Over 2 Supports ;1 R=1239 U=237 W=5.5" R=1239 U=237 W=5.5" RL=211/-211 Design Crit: IRC2009/TPI-2007(STD) Os . .PA(?F s PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.t,. Il14,4,1 ya• ;A._1 OR/-/1/-/-/R/- Scale =.275"/Ft. Tms-Way,Inc 360-750-1470 "WARMING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. a A 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFE Y INFORMATION), PUBLISHED eY TPI (TRUSS PLATE INSTITUTE, 218 � � 9� TC LL 25.0 PSF REF R561-- 41198 NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA. 22314)ANO WTCA(WOOD %,,T COUNCIL OF AMERICA, 6300 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE n A PROPERLY ATTACHED RIGID CEILING. .�� dff '•IMPORTANT' FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV/BUILDING COMPONENTS (3A �'"���� �,,� BC DL 10.0 PSF DRW CAUSR561 12349204 iimw ALPINE _ INOUP, INc. SHALL NOT.0NEORMANCE WITH TPI:ORPONSIBLE FOR ANY FABRICATING, HANDLING. SHIPPING,OM THIS DESIGN:INSTALLING&ANY BRACINGURE TO BUILD OF TRUSSES. THE TRUSS QED 7,\g4°' 4� 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 / CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM 0053 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY 4244N W.c. .. TOT.LD. 42.0 PS F S EQN- 664594 PLATES TO EACH FACE OF TR OSS 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 IT\V Building Components Group:Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 1"7-31-V-5 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. HE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 I S THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T07) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.26 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 Stub Wedge 2x6g DF-L SS(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 0.07" due to live load and 0.22" due to total load at X = 4-5-11. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= ii • , 7 02X4 ioll011° 2X4 4 e 0-7-0 T igE = • z 0-8-14 Op 1 -0 4X6(B3)(R) III 3X4= 3X5= 3X4= 6X8(G1) III T L1 'J 6-10-2 I_ 6-9-2 I_ 6-9-2 9-1-2 I` _I_ 6-6-14 9-0-3 T 8-9-14 I. 13-7-4 ,I, 13-4-0 -J Hz 26-11-4 Over 2 Supports >I R=1230 U=235 W=5.5" R=1158 U=211 RL=192/-198 Design Crit: IRC2009/TPI-2007(STD) Q$d PROFEr So PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.1 �� �� +►, Y:4 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way Inc 360-750-1470 "WARMING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. 66 (� 3901 NE 68th St,Vancouver WA NORERTH LEEBSTREET(BSUITEN412, ALEXANDRIA, VAIN223 '141 AND WTCAB(WOODO TRUS51 c„,(;= OUNCIL MER POFTEAICAUTE. 6300 �'444 '1 (r Tl LL 25.0 PSF REF R561-- 41199 ENTERPRISE LANE, MADISON, WI 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ' TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. 1 .1.Ts....11."// "INPORTANT•`FARN15H A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS yyIEGON BC DL 10.0 PSF DRW CAUSR561 12349205 ALPINE _ INOUP, INC. SHALL CONFORMANCE WITH OR FABRICATING, ANY A IDLING. SHIPPINGROM THIS DESIGN:INSTALLING 6ANY RACINGUOF TRUSSES. THE TRUSS �iJ�p♦ CJE p t5%% (�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFNPA)AND TPI. ALPINE '._`p$ . MM 7' {�'r CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 40/60(6, K/H,SS) GALV, STEEL.APPLY '.4-_T /(1N y4 'I 1. TOT.LD. 42.0 PSF S EQN- 664629 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. BY ANY INSPECTION OF PLATES FOLLOWED BY (,)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS "" ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. SPACING 24.0" JREF- 1 US1561 208 12/14/2012 1 4 A , A • (124626-LEGEND HOMES Laurel A -- OR - T08) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I Z Bot chord 1.5"x5.625" DF-L SS(g) Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails Connectors ingreen lumber designedusing Top Chord: 1 Row @12.00" o.c. (g) NDS/TPI reduction factors. Bot Chord: 1 Row @ 1.50" 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 66 plf at 0.00 to 66 plf at 3.77 110 mph wind, 20.90 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- From 10 plf at 0.00 to 10 plf at 7.94 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 BC- 1157.85 lb Conc. Load at 0.73, 2.73, 4.73, 6.73 psf. Wind loads and reactions based on MWFRS. Calculated vertical deflection is 0.04" due to live load and 0.11" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 5-7-15. for dead load is 2.00. Unbalanced snow loads have not been considered. 4X6 7 5X6= 2-9-6 b 0-7-0 1111 ila Mil 0-5-10 3X10 III ID18-0-0 3X5(B1) 3-9-3 3-2-24-9-2 I 3-2-2 _44-3-4 15"14i k7-11-4 Over 2 Supports -.:-{ R=2736 U=502 W=5.5" R=2224 U=361 Design Crit: IRC2009/TPI-2007(STD) tp PROF S PLT TYP, Wave FT/RT=8%(0%)/4(1) 10,03.g..,014,-.4,1-�'�T,,�L' :1 OR/-/1/-/-/R/- TRIS-Way II)C 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. ... T(� Scale =.7$"/Ft 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUIREFER TO RCSI TEN312, ALEXANDRIA, VA, 22G COMPONENT SAFETY 314)INFORMATION), WTCAB(WOOD D TRUSS BY I COUNCIL POFTEAMERICA.B INSTITUTE, 6300 1 4659 f' LL 25.0 PSF ENTERPRISE LANE. MADISON. WI 53119)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS REF R561-- 41200 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 12/14/12 A MIDGE-PLY ATTACHED RIGID CEILING. y S OREGON - "IMPORTANT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS $ G '"O•���•' BC DL 10.0 PSF DRW CAUSR561 12349206 REEFALPINE IN CONFORMANCE WITGROUP, INC. SHALL HOTPIE ORSPONSIBLE FOR ANY FABRICATINA HADLIOATSHIIPPING,OM THIS INSTALLING. ANY a BRACINGORE TO BUILDOF TRUSSES. THE TRUSS ,7yp yEQ q4,51�� �C�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE 'T/ 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 4�Cy6 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z �� "'���� TOT.LD. 42.0 PSF SEQN- 664698 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTADE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 15 Sacramento,CA 95828 DESIGN SOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY Of THE FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 1 0 124626-LEGEND HOMES Laurel A -- OR - T09) 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): 2 COMPLETE TRUSSES REQUIRED I 2 Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) :W8 2x10 DF-L SS: Nail Schedule:0.131"x3" nails :Rt Slider 2x4 DF-L Standardg ): BLOCK LENGTH = 1.500' Top Chord: 1 Row 411.00" o.c. :Lt Wedge 2x4 DF-L Standard(g): Bot Chord: 1 Row 410.75" o.c. Connectors ingreen lumber Webs : 1 Row 4 4" o.c. (g) designed using NDS/TPI reduction Use equal spacing between rows and stagger nails factors, in each row to avoid splitting. Special loads 110 mph wind, 22.24 ft mean hgt, ASCE 7-05, CLOSED bldg, Located (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 TC- From 66 plf at -1.00 to 66 plf at 13.54 psf. TC- From 130 plf at 13.54 to 130 plf at 15.50 TC- From 130 plf at 15.50 to 130 plf at 23.06 Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. TC- From 130 plf at 23.06 to 130 plf at 23.09 TC- From 66 plf at 23.09 to 66 plf at 32.00 Calculated vertical deflection is 0.11" due to live load and 0.27" due BC- From 20 plf at 0.00 to 20 plf at 15.50 to total load at X = 15-6-0. BC- From 20 plf at 15.50 to 20 plf at 31.00 2X4111 TC- 652.00 lb Conc. Load at 23.09 Deflection meets L/240 live and L/180 total load. Creep increase BC- 2225.00 lb Conc. Load at 27.07 2X4 III factor for dead load is 2.00. -- BC- 141.00 lb Conc. Load at 29.00 In lieu of structuralpanels useTruss designed for unbalanced snow load based on Pg=25.00 psf, flat TC 4 24" OC. purlins to brace all , Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 8X10 / 8X10�� _Ai, 7X6= T2 O T3 , 3X10�� 8-5-13 7 r / ,-, 3X4 -i 7 Z. 0-7-0 I / W8 0 7 0 mu CD0 18-0-0 ir: 4X6(B3)(R) III 2X4 111 6X8- 3X4= 3X5 III 5X6(182) --- 9 Li ,-1 Li ...1 7-4-11 4-1-13 3-11-8 7-11-9 >�c 3-6-8 �I� 3-11-15 7-4-11 8-1-5 7-11-9 I 3-6-8 3-11-15 I. 13-6-8 _I, 9-11-1 ,1, 7-6-7 II_ f� 31-0-0 Over 2 Supports R=2080 U=411 W=5.5" RL=190/-153 R=4354 U=861 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PR PLT TYP. Wave FT/RT=8%(0°x)/4(1) 10.03.140'7,� a. '2 Tnls-Way Inc 360-750-14W ...WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. '; �++1��i- TY:1 (OR/-/1/-/-/R/- Scale =.25"/Ft. 3901 NE 68th SL,Vancouver\1'A REFER TO BCSI R LEE STREET, SUITE COMPONENT TOSAFETY INFORRMA)ION)WI-CA PUBLISHED TRUSS COUNCIL PLATE EAINSTITUTE 6380 .< ` TC LL 25.0 PSF OF 94659 �' 7'7" REF R561-- 41201 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 gam^ a s✓ TC D L 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. BC .'INPORTAMT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS VVV[ I I_ 0,.. DL 10.0 PSF DRW CAUSR561 12349207 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 01- Zh.n� GH Y ALPINE DESIGN FCONFORMS WWITH TAPPLICABLE RPROVISIONS OFNOS(NATIONAL DESIGNLSPEC. BY AF&PA)OAND BTPI.B ALPINE 7"�I 4 4, 7,10 �t4V BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W, R/H.SS) GALV. STEEL. APPLY 1 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160.-Z. /Ms 'tlE'Q--' TOT.LD. 42.0 PSF S EQN- 664726 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS P'� ' IT,V Building Components Group,Inc. DESMON SHOWNUATESTHECSUITABILITY PROFESSIONAL ISBCOMPONENTNFORO NYBBUGILDINISLTHEeRETPONTRUSS TYMOFNTHE P 12_ DUR.FAC. 1 .15 FROM KTC Sacramento,C.A95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. A EXP. I 31-1J 12/14/2012 SPACING 24.0" JREF- 1US1561 Z08 . 4 A 1 1 1 (124626-LEGEND HOMES Laurel A -- OR - Tl0) 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): 110 mph wind, 22.24 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 based on both MWFRS and C&C, Reactions based on MWFRS. (g) designed using NDS/TPI reduction factors. Calculated horizontal deflection is 0.09" due to live load and 0.16" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load due to dead load. applied per IRC-09 section 301.5. Calculated vertical deflection is 0.11" due to live load and 0.32" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 15-6-0. for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, In lieu of structural panels use Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. purlins to brace all flat TC @ 24" OC. 2X4 III 2X4 III T 8X10- - 8X10 7X6= 7 �� �T2 T3 8-5-13 —1 7 0-7-0 0-7- 2X4 III k''''''' 18-0-0 4X6(B2)(R) III 6X8= 2X4 III 4X6(B2)(R) III I` 7-4-11 >I< 4-1-13 3-11-8 7-11-9 <<1 7-4-11 8-1-5 �` 7-11-9 �I 7-6-7 L- 13-6-8 -I- 9-11-1 ,I, 7-6-7 31-0-0 Over 2 Supports ,J R=1424 U=247 W=5.5" 'I RL=198/-174 R=1449 U=278 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PR PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.O3.14Ofi�S Trus-Way Im 360-750-W70 ..'WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. R�" _, TY:1 OR/-/1/-/-/R/- _ Scale =.25"/Ft. 3901 NE 68tH SL,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 ...)t,- /rye NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22310)ANO WI'CA(WOOD TRUSS COUNCIL OF AMERICA, 6300 Q 1 5 9 M TC LL 25.0 PSF REF R561-- 41202 OTHERWISEE INDICATED LANE. DTOPNCHORD SHALL 9HAVE) RPROPERLY SAFETY PATTACHED S STRUCTURALPRIOR TO EPANELS NAND G HBOTTOM ESE NCHORDSSHALL NHAVE ' TC DL 7.0 PSF DATE 12/14/12 •PROPERLY AED RIGID CEILING. '"IMPORTANT'"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS a OREGON BC DL 10.0 PSF DRW CAUSR561 12349208 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 0A 3 V- ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING a BRACING OF TRUSSES. lib 44 Ln,7' tcSQl°' ar`'v 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 ! V V CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W, X/H,SS)GALV. STEEL. APPLY r}1. PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. ��'t'VV.1W �� TOT.LD. 4 2.0 PSF S EQN- 664733 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC,. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 3�1 DUR.FAC, 1 .15 Sacramento,CA 95828 DESIGN SHON. THE SUITABILITY AND USE OF THIS COMPONENT FOR PNV BUILDING IS THE RESPONSIBILITY OF THE EXP. 2-J�-:� FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/11/2012 SPACING 24.0" JREF- 1 US1561_208 • , T R T (124626-LEGEND HOMES Laurel A -- OR - T11) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.24 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 designedusing Bottom chord checked for 10.00 psf non-concurrent bottom chord live (g) NDS/TPI reduction factors. load applied per IRC-09 section 301.5. Special loads Calculated vertical deflection is 0.12" due to live load and 0.28" due (Lumber Dur,Fac,=1.15 / Plate Dur.Fac.=1.15) to total load at X = 15-6-0. TC- From 66 plf at -1.00 to 66 plf at 11.94 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 66 plf at 11.94 to 66 plf at 13.54 factor for dead load is 2.00. TC- From 130 plf at 13.54 to 130 plf at 15.50 TC- From 130 plf at 15.50 to 130 plf at 19.06 Truss designed for unbalanced snow load based on Pg=25.00 psf, TC- From 66 plf at 19.06 to 66 plf at 23.06 Ct=1.10, Ce=1,00, CAT II & Pf=19.25 psf. TC- From 66 plf at 23.06 to 66 plf at 32.00 BC- From 20 plf at 0.00 to 20 plf at 15.50 (H) In lieu of structural anels use BC- From 20 plf at 15.50 to 20 plf at 31.00 OC P purlins to brace all flat TC 24" TC- 358.00 lb Conc. Load at 19.09 3X40 Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. 3X4 -7-- 8X10 i 0 0 BX10- G 0 0 U 0 0 T2 (H) 7)(6_, T4 (0) 8-5-13 -7 7 0-7-0 0-7- T D i p � 1 18-0-0 5X6(63)(R) III 6X8= 6X6(62) L1 '-I 7-4-11 >I,‹ 4 3-9 I 3-0-0 9"123"12L1 .� 7-4-11 I 8-1-5 I,>�<_I_ 3-0-0 7-1, 9 4-1-13 J. 7-6-7 1-10-4 1-11-8 I 'I 7-6-7 L- 11-8-4 ,I, ,I, ,I, 3-9-12° jd1 4-4-8 ,I- 7-6-7 IE 31-0-0 Over 2 Supports R=1707 U=338 W=5.5" RL=268/-297 R=1809 U=358 W=5.5" Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) .>~D PROOF PLT TYP. Wave FT/RT=8%(0°k)/4(1) 10.03. 4.4 -i a Trus-Wayy Inc 360-750-1470 ""WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING.REFER TO BCSI Acc s ~¢� Y:1 /OR/-/1/-/-/R/- Scale =.25"/Ft. 3901 NE 68th St.,Vancouver WA NORTH LEE STREET. SUITE N312, AG LEXANDRIA,NENT VA.INFORMATION). WTCAB(WOODD TRUSS BY ( COUNCIL POFTEAMERICA, 6218 300 i�C' I YU �' TC LL 25.0 PSF REF R561-- 41203 OTHERWISEENTERPRE INDICATEDDTOPNCHORD SHALLO)HAVERSAFETY PRACTICES PRIOR TO PROPERLY ATTACHED STRUCTURALEPANELSNG ANDHESE BOTTOMNCHORDSSHALLNHAVE A PROPERLY ATTACHED RIGID CEILING. OREGON TC DL 7.0 PSF DATE 12/14/12 "IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON BC DL 10.0 PSF DRW CAl1SR561 12349209 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS c�. ext �► ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, IMNDLINN, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. /�L V6� 1g�q4:7� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE +/ Q CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/5S/K)ASTM A653 GRADE 40/60(W, H/H,SS)GALV, STEEL. APPLY Ag$p$ y`a PLATES TO EACH FACE OF TRANS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160H-2. �� r@ ytl� v�� TOT.LD. 4 2.0 PSF SEQN- 664745 ANY INSPECTION OF PLATES FOLLOWED BY(')SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS ITN Building Components Group,Inc. GROWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE EXP. IZ-3 -1 DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. P114/2017 SPACING 24.0" JREF- 1US1561 Z08 4 A , (124626-LEGEND HOMES Laurel A -- OR - T12) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :T2, T3 1.5"x5.625" DF-L SS(g): 110 mph wind, 22.35 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Wind loads 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 0.08" due to live load and 0.19" Bottom chord checked for 10.00 psf non-concurrent bottom chord live load due to dead load. applied per IRC-09 section 301.5. Calculated vertical deflection is 0.14" due to live load and 0.31" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 15-6-0. 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. 2X4 III 2X4 III 2X4 III 2X4 III 8X10i i \X100 ff 7X6= 7 T2 1 T3 U 8-8-6 0-7-0 / 1_L0-71-0 U I 0ik 6X6(B3) = 2X4111 6X8= 18-0-0 2X4 III 6X6(62) - -- Li 'J < 7-4-11 ,.< 7-4-11 4-1-13 I_ 3-11-8 >< 3-11-8 I_ 4-0-1 >< �1 8-1-5 7-6-7 L 13-10-15 7-11-9 7-6-7 H _I, 9-6-10 ,I, 7-6-7 f< 31-0-0 Over 2 Supports — R=1508 U=262 W=5.5" RL=215/-215 R=1487 U=262 W=5.5" Design Crit: IRC2009/TPI-2007(STD) C:D PROF, PLT TYP. Wave FT/RT=8%(O%)/4(1) 10,03. ., W >.Y:2 OR/-/1/-/-/R/- Scale =.25"/Ft. Tn1s-Wa{yy Inc 360-750-1470 •�NARNING•'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, ANGLING, SHIPPING, INSTALLING AND BRACING, 6� / 3901 NE 68t11 St.,Vancouver WA NORTH LEE STREET, SUITE 312. ALEXANDRIA, VA,N223114)IAND WT AB(WOOD TRUSSI COUNCIL POFTAMERICAT, 6300 411: 6 5_ / 7...-, TC LL 25.0 PSF REF R561-- 41204 ENTERPRISE LANE, MADISON, WI S3719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I w` OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ��✓ TC D L 7.0 PSF DATE 12/14/12 R PROPERLY ATTACHED RIGID CEILING. /+ �'INPORTANT..Foomso A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS e� QREGQId 13G DL 10.0 PSF DRW CAUSR561 12349210 GROUP, INC. SHALL NOT ALPINE _ IN CONFORMANCE WITH TPI;ORPONSIBLE FOR ANY FABRICATING. HANDLING, SHIPPINGROM THIS DESIGN; ANY INSTALLING&BRACINGURE TO BUILDOF TRUSSES. THE TRUSS L�R e:C,,7,1 S(S�� �� 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 /�// ) L }� {j CONNECTOR PLATES ARE MADE OF 20/18/1AGE (W,H/SS/K)ASTM A653 GRADE 40/60(W, 6/H,5S) GALO. STEEL. APPLY P 114,N TV•°.\°' TOT.LD. 42.0 PSF PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A_2. T� S EQN- 664756 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL'BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ITV Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,Cl.95828 DESIGN SHOWN, TME SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1US1561 ZO8 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T13) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.81 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) :W2, W3 2x4 DF-L #1&Bet.(g): psf. :Lt Wedge 2x4 DF-L Standard(g)::Rt Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.13" due to live load and 0.39" due to total load at X = 25-9-5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 6X6= AI T 2X4 2X4 i/ W3 \ / 9-7-8 2 0-7-0 T - 4 (To M� 18-0-0 4X6(B2)(R) III 3X4= 3X5= 3X4= 4X6(62)(R) III Li ,..1 L1 J I` 7-9-87-8-8 7-8-8 10-4-5 .I 10-3-6 10-4-57-9-8 L- 15-6-0 J, 15-6-0 31-0-0 Over 2 Supports -›- R=1402 R=1402 U=269 W=5.5" R=1402 U=269 W=5.5" RL=238/-238 Design Crit: IRC2009/TPI-2007(STD) t`Q�� PR©,cFS PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. < t,4,1B,, *,�I► 1k. :2 OR/-/1/-/-/R/- Scale =.25"/Ft. Tnls-Way,Inc 360-750-1470 "'WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. {Gj9 7-7,— , � TC LL 25.0 PS F 3)01 NE 68th St.,Vancouver WA NORTH LEE STREET. SUITET312, ALEXANDRIA, OX, 2233114)IAND RICAB(WOOD TRUSS COUNCIL POFTEANERICAUTE, 0300 .4..,4410.......I4_0_59 __W ( REF R561-- 41205 ENTERPRISE LANE, MADISON. WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS , " TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE £ ,,,, A PROPERLY ATTACHED RIGID MILANO. /f p /y�{ "INPORTANT`•FARNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS yd�' ®RC VII :l`w6 BC DL 10.0 PSF DRW CAUSR561 12349211 GROUP, INC. SWILL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS '�� ' T,t9$9���� BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE N CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING S BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPO)AND TPI. ALPINE jA P CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60 (W. K/H,55) GALA. STEEL. APPLY � (gy�V � TOT.LD. 42.0 PSF SEQN- 664762 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 _ ITW Building COml)Onent$GTOnP.Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EK-,P. 17-31-I3 DOR.FAC. 1 .15 FROM KTC Sacramento,Cn s 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. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 ZO8 , • T * THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T14) Top chord 2x4 DF-L #1&Bet.(g) :T2, T4 1.5"x5.625" DF-L SS(g): 110 mph wind, 21.77 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 0.14" due to live load and 0.33" due Special loads to total load at X = 15-6-0. (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 66 plf at -1.00 to 66 plf at 11.80 Deflection meets L/240 live and L/180 total load. Creep increase TC- From 130 plf at 11.80 to 130 plf at 11.91 factor for dead load is 2.00. TC- From 64 plf at 11.91 to 64 plf at 11.94 TC- From 130 plf at 11.94 to 130 plf at 15.50 Truss designed for unbalanced snow load based on Pg=25.00I psf, TC- From 130 plf at 15.50 to 130 plf at 19.06 Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. TC- From 64 plf at 19.06 to 64 plf at 19.09 TC- From 130 plf at 19.09 to 130 plf at 19.15 (*) In lieu of structural panels use purlins to brace all flat TC @ 24" TC- From 66 plf at 19.15 to 66 plf at 23.06 TC- From 66 plf at 23.06 to 66 plf at 32.00 BC- From 20 plf at 0.00 to 20 plf at 15.50 BC- From 20 plf at 15.50 to 20 plf at 31.00 3X4o 3X4 TC- 358.00 lb Conc. Load at 11.91,19.09 Wind loads based on both MWFRS and C&C, 8X10,5, 8X10 Reactions based on MWFRS. �� T2 (A) 7X6= T4 (*) r7 7-6-6 0-7-0 • -I 0-7-0 T 1-1 0 0 IA 18-0-0 6X6(133) ------ 6X8= 6X6(82) L1 'J Li .J I.< 7-4-11 ;I` 4-3-9 3-0-0 si1� 12 I` 7-4-11 8-1-5 >1<_I_ 3-0-0 _1_ 4-1-13 7-6-7 7-I, 11-8-4 -9 I< 7-6-7 0-2-11 0-2-1 JL_ 3-7-1 I, 3-9-12 x 4-4-8 ,[_ 7-6-7 ..1L r` 31-0-0 Over 2 Supports - R=1994 U=381 W=5.5" RL=371/-364 R=1993 11=381 W=5.5" Note: All Plates Are 2X4 Except As Shown. .....---- Design Crit: IRC2009/TPI-2007(STD) �v PROFS . PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. Y:1 OR/-/1/-/-/R/- Trus-Wayy Inc 360-750-1470 •'WARNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ty " TC Scale =.25"/Ft. 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITTEREFER TO BCS1 NG 312 ALEXANDRIA, TA, 223 )NENT SAFETY ION).AND W CABLISHED(WOOD BYTPI COUNCIL PLATE AMERICAINSTITUTE, 6218 300 �' 1 4 6 59 S 9� LL 25.0 PSF REF R561-- 41206 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 ,,' TC DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. OREGON "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Rip- GtREGQN BC DL 10.0 PSF DRW CAUSR561 12349212 mow ALPINE GINOCONFORC. SHALWITH L OTPIT BE ORSFABRICATINGPONSIBLE R HANDLINGANY ATISHNPFFRONMM THNSTALLING&BRACING IS DESIGN; ANY LUOF TRUSSES. RE TO D THE TRUSS i�/�y E tt 1$- �v BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI, ALPINE IF V CONNECTOR PLATES ARE MADE OF 20/l8/I6CA (W.H/SS/X) ASTM A653 GRAOE 40/60(W, 0/0,55) GALV. STEEL. APPLY yit PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. �� �-^ ��� TOT.LD, 42.0 PSF ANY INSPECTION OF PLATES FOLLOWED 8Y(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS -�" S EQN- 6647 50 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHORN. THE SUI TABILITV ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 F a , t THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T15) 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 1.5"x5.625" DF-L SS(g) :B3 2x4 DF-L #1&Bet.(g): Webs 2x4 DF-L Standard(g) :W7 2x4 DF-L #1&Bet.(g): (**)1 plate(s) require special positioning. Refer to scaled plate plot Filler 2x4 DF-L #1&Bet.(g) details for special positioning requirements. :Rt Wedge 2x4 DF-L Standard(g): 110 mph wind, 21.18 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 0.13" due to live load and 0.39" due to total load at X = 16-0-4. 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- 2X4 III 10X14 / 3X4 0 N T 7 �' T2 4X6= • R T3 s----- — 7 6-4-6 3X10(F2) 6X6(B3) O_0 r - 0-7-:- w7 0-71-0 s H0714= 4 18-0-0 B3 1 °`�°' 3X4% 2X43X40*))III++) III HOX5III 3X10= 1 3X4 0-6-a-31-3 28-6-8 1 -2-0-011 l 4411I 7-6-7 3 I 8-5-13 I 8-7-9 7-5-5 H 7-8-13 �r- 7-4-11 9-10-15 ,I, 13-6-10 .<2-5-8-1— 13-5-0 —I - 1� 7-6-7 15-1-8 31-0-0 Over 2 Supports .> R=1410 U=244 W=5.5" RL=159/-158 R=1398 U-242 W=5.5" Design Crit: IRC2009/TPI-2007(STD) -..1p PROpc. ve PLT TYP. 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10.03. , i1�L�4,a y� 1 •;1 OR/-/1/-/-/R/- Scale =.25"/Ft. Tnls-VJay Ills 360-750-1470 WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 6801 St.,Vancouver WA NORTH LEE STREET(REFER TO BCSIBSUIUILTEN312. ALEXANDRIA, VAIN223RMA;IAANND WTCAB(WOODD TRUSSO), PULISHEY TPI COUNCIL(TRUSSP FTEAMERICAUTE 63OO 46 5 TC LL 25.0 PSF REF R561-- 41207 ENTERPRISE LANE. MADISON, WI 53719) FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE r +' TC DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. y _},,y�+'`�1AL .'IMPORTANT•`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ara1 MMON2 �,, BC DL 10.0 PSF DRW CAUSR561 12349213 MIMI ALPINE _ INOUP, INC. SHALL CONFORMANCE WITHTPI: ORpONSIBLG FOR ANY FABRICATING, HANDLING, SHIPPINGROM, TINSTALLING AIS DESIGN: ANy RACINGURE TO OF TRUSSES. THE TRUSS `740 �f G 7 1C)$°' �� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFLPA)AND TPI. ALPINE P ,♦0" CONNECTOR PLATES ARE MADE OF 20/18/16GA (W.H/55/8)ASTM A653 GRADE 40/60(W, R/H.SS) GAL.. STEEL. APPLY 7i W'ON TO I-.LD. 42.0 PSF S EQN- 664685 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. �$ ANY INSPECTION OF PLATES FOLLOWED By (i)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS 11W Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE DF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DU R.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. HE SUITg81L1TV AND USE OF THIS COMPONEN FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 , N A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - T16) Top chord 2x4 DF-Lx5.6 #15" DF-.(S :T2, T3 x1.5"x5.625"#18 DF-Let.( SS(g): 2 COMPLETE TRUSSES REQU D RED z Bot chord 1.5"x5.625" DF-L SS(g) •63 2x4 DF-L #1&Bet.(g): 2 Webs 2x4 DF-L Standard(g) :W7 2x4 DF-L #1&Bet.(g): Nail Schedule:0.131"x3" nails Filler 2x4 DF-L #1&Bet.(g) Top Chord: 1 Row 0 6.50" o.c. :Rt Wedge 2x4 DF-L Standard(g): Bot Chord: 1 Row 011.50" o.c. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Webs : 1 Row 0 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) (++) - This plate works for both joints covered. TC- From 66 plf at -1.00 to 66 plf at 7.91 110 mph wind, 20.60 ft mean hgt, ASCE 7-05, CLOSED bldg, Located TC- From 2 plf at 7.91 to 2 plf at 23.06 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL==6.0 psf. TC- From 66 plf at 23.06 to 66 plf at 32.00 BC- From 21 plf at 0.00 to 21 plf at 2.46 BC- From 10 plf at 2.46 to 10 plf at 15.88 Wind loads and reactions based on MWFRS. BC- From 10 plf at 15.88 to 10 plf at 21.00 BC- From 20 plf at 21.00 to 20 plf at 31.00 Calculated horizontal deflection is 0.10" due to live load and 0.15" due TC- 652.00 b Conc. Load at 7.91,23.00 to dead load. TC- 224.65 b Conc. Load at 10.00 TC- 290.85 b Conc. Load at 12.00 Laterally brace BC at 24" OC in lieu of rigid ceiling. Laterally brace TC- 293.77 b Conc. Load at 14.00,15.50 BC above filler at 24" OC. TC- 365.77 b Conc. Load at 17.00 TC- 362.84 b Conc. Load at 19.00 Calculated vertical deflection is 0.23" due to live load and 0.56" due TC- 296.63 b Conc. Load at 21.00 to total load at X = 16-0-4. BC- 141.00 b Conc. Load at 2.00,29.00 BC- 109.97 b Conc. Load at 4.00 Deflection meets L/240 live and L/180 total load. Creep increase factor BC- 116.31 b Conc. Load at 6.00,25.00,27.00 for dead load is 2.00. BC- 178.37 b Conc. Load at 8.00,14.00,15.50 BC- 179.39 b Conc. Load at 10.00,12.00 In lieu of structuralpanels use BC- 147.82 b Conc. Load at 17.00,19.00,21.00,23.00 purlins to brace all flat TC 0 24" OC. H0912 4X6=2X4 III 10X14 III 3X4% 7 r T2 U T3 17 - 3X10(F2) --;-=--- 6X6(83) = 5-2-6 0-7-0 _ 1 _�_�� O-7 8 W7 0-7-0 H0714= E T / s 3X4= T B3 1 18-0-0 1-0-0H0714% 3X4(**)(++) III H0714= 3X10= 1-0-0 _ _ _ 3X5 III o s - 1-3 I 28-6-8 2 0 04y1 4511-31 TzI 8-5-135 7-5-5 7-6-7 - 7-10-15 7-8-13 1� 7-4-11 I 15-6-10 2-5-81 13-5-0 -I -1 7-6-7 15-1-8 31-0-0 Over 2 Supports R=3638 U=659 W=5.5" R=3670 U=641 W=5.5" Design Crit: IRC2009/TPI-2007(STD) i,R@D PROtFs PLT TYP, 20 Gauge HS,Wave FT/RT=8%(0%)/4(1) 10,03.x' 1,.1;'ta `�W�I�:1 OR/-/1/-/-/R/- Scale =,25"/Ft, Trus-Way Illc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING.ER TO BCSI (BUILNENT c 3901 NE 68th St .,Vancouver HVA NORTH LEE STREET, SUITTENASHED BY (TRUSS218 312, ALEXANDRIA, TA,N22314)IAND W(CAB(WOOD TRUSS COUNCIL INSTITUTE, 6300 4v TC LL 25.0 PSF REF R561-- 41208 OTHERWISE ENTERPRISEINDICATED TOP NCHORDSHALLBHAVEFOR PROPERLY ATTACHED STRUCTURALSAFETY PRACTICES PRIOR TO EPANELSNANDHESE FUNCNORDSSHALLNHAVE ,..,_,,,,LESS f,�-••^-I TC DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. d9• 'IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I1W BUILDING COMPONENTS M' v DL 10.0 PSF DRW CAUSR561 12349214 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS la} Lcipnn ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING INSTALLING 8 BRACING OF TRUSSES. 7S tl`y 71 1 i�9 QQ�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFLPA)AND TPI. ALPINE 4 T CONNECTOR PLATES ARE MADE OF 20/78/16.(W,H/SS/K) ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY � � $�. + '- TOT.LD. 42.0 PSF S EQN- 664702 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS I'M Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY CND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J02) Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 2x4 DF-L #1&Bet.(g) Wedge 2x4 DF-L Standard(g): TC- From 66 plf at -1.00 to 66 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 7.94 BC- 32.58 lb Conc. Load at 2.00 BC- 56.75 lb Conc. Load at 4.00 110 mph wind, 18.85 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 130.33 lb Conc. Load at 6.00 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 0.09" due to live load and 0.35" due Deflection meets L/240 live and L/180 total load. Creep increase factor to total load at X = 4-9-0. for dead load is 2.00. Unbalanced snow loads have not been considered. R=192 U=6 19-4-14 7 1-8-6 0-7-0 4 0-3-8 4 " 18-0-0 R=141 U=4 4X6(B3)(R) III Lc_1-0-0 1-10-15 J< 6-1-13 �l { 7-11-4 Over 3 Supports R=178 U=37 W=5.5" Design Grit: I RC2009/TPI-2007(STD) 41vt? PROpFs PLT TYP. Wave FT/RT=8% 0% /4 1 10.03. 1 .<. ( ) ( ) :i Y:3 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 "NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ,r 3901 NE 68h St.,Vancouver\VA NORTH REFER TO SCSI SREET(BUILDINGE COMPAONENT SAFE VA'NFORRMATION)D W PUBLISHED BY TRUSSI COUNCIL PLATE INSTITUTE. 218 <L 14659 'Q 'y TC LL 25.0 PSF ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCOF TIONS. UNLESSL300 ..-�.-;;.,Lr w� TC REF R561-- 41209 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �. DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. .-.-- "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OBEGOtV BC DL 10.0 PSF DRW CAUSR561 12349215 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS C3^//ee CS (��I BC my ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES. � �V-1,1.S V LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA) AND TPI. ALPINE P4/1W.0 �j CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/R) ASTM A653 GRADE 40/60(W, N/H,SS)GALV. STEEL. APPLY � 1'1A2.0NQQ TOT.LD. 42.0 PSF S EQN- 664515 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. 1F TS ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS _ ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT G%��. 12-31-13 CUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. _ 12/14/2012 SPACING 24.0" JREF- 1US1561 Z08 (124626-LEGEND HOMES Laurel A -- , OR - J04) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.43 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. Bno Calculated vertical deflection is 0.11" due to live load and 0.32" due loadom applied perchordcled IRC-09rsecctionpsf 301.5. concurrent bottom chord live to total load at X = 4-6-1. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered, factor for dead load is 2.00. R=136 U=41 20-6-5 • 2-10-6 I/ 0-7-0 :, 0-3-8 4 R=133 4X6(83)(R) III I-1-0-0 - 3-10-15 >l< 4-1-13 >1 I7-11-4 Over 3 Supports :I R=277 U=18 W=5.5" RL=81/-30 Design Crit: IRC2009/TPI-2007(STD) tp PROSE PLT TYP. Wave FT/RT=8%(O%)/4(1) 10.03. 4, 44 tN k Y:1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 0`�'^� 3901 NE 68th St.,Vancouver 70 NORTH LEE STREET(BSUITEN312 AOEXANORIpE AINZORMa'IANO W GRe(WOOO TRUSSI COUNCIL POFTEANERILAUTE. 6300 46 TC LL 25.0 PSF REF R561-- 41210 ENTERPRISE LANE, MADISON, WI 53]19)FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS / ✓. OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE -" TC DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED 81010 CEILING. —j % (, ...,,,,...('..........7._... ORE BC DL 10.0 PSF DRW cnusRssl 12349216 B IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS C/ [E�� v l BC �► ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING B BRACING OF TRUSSES. �q- ,��� j . LL 0.0 PSF CA—ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFUPA) AND TPI. ALPINE -' j 71 S _ CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/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 1600-2. �� FI�,�,', -. TOT.LD. 42.0 PSF S EQN- 664530 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. H SEAL ON THIS . - 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF FESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DU R.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 EXP. 12-31-13 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, 17/140017SPACING 24.0" JREF- 1US1561 Z08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J06) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.02 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 0.12" due to live load and 0.37" due load applied per IRC-09 section 301.5. to total load at X = 4-3-2. 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. 0 o� 21-8-14 R=182 U=71 7 4-0-6 0-3-8 0-7-0 / I, 18-0-0 R=140 4X6(63)(R) III 5-10-15 >i= 2-1-13 =I F7-11-4 Over 3 Supports ; R=351 U=25 W=5.5" RL=116/-37 Design Crit: IRC2009/TPI-2007(STD) {�}��� P60�Fu^ PLT TYP. Wave FT/RT=$%(0°x)/4(1) 10.03.. ., 1,c ! y .;1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Wayy Inc 360-750-1470 ..NARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING.3901 NE NE 68tH St.,Vancouver SVA REFER TO BC51 (eUIID G COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 2t8 1f 6 5 TC LL 25.0 PSF REF R561-- 41211 NORTH LEE STREET, SUITE 312, ALE%gNDRA, VA, 22314) ANO MICA (WOOD TRUSS COUNCIL OF AMERICA fi300 ✓' _ ' ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE y' l'‘ .---. '-'-'*.'"' " f 9 A PROPERLY ATTACHED RIGID CEILING. y� -/`r OREGON •.IMPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS I� ,CIv' BC DL 10.0 PSF DRW CAUSR561 12349217 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN. ANY FAILURE TO BUILD THE TRUSS 7 (y ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. .< g� 1� 7� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE )!,4 sa .C%Yo CONNECTOR PLATES ARE MADE OF 20/18/l6GA (W.H/SS/R)ASTM A653 GRADE 40/60(W, K/H.SS) GALV. STEEL. APPLY /4 IV i! TOT.LD. 42.0 PSF S EQN- 664525 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11-2002 SECA. A SEAL ON THIS EXP. 2; _1; DU R.FAC. 1 .15 FROM KTC ITW Building Cormponents Group,Inc. AWGSWATES THUPEUSOTL HECRT ROYeNELY HR ERUCMSacCA ramento, 1 '1 til BUILDING DESIGNER PER ANSI/TPI 1 SEC., 2. 12/14/20 12 SPACING 24.0" J REF- 1 US 1 56 1 Z08 t & I 4 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J08) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.60 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 0.55" due load applied per IRC-09 section 301.5. to total load at X = 4-0-2. Unbalanced snow loads have not been considered. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 0 22-10-14 R=232 U=99 7 r 5-2-6 4 0-3-8 0-7-0 M/ b / mil ti --1-- ... ^ ((hj 18-0-0 I R=147 YY 4X6(B3)(R) III 1.<:1-0-0 0-1-13 7-10-15 f 7-11-4 Over 3 Supports ,{ R=414 U=33 W=5.5" RL=153/-44 Design Crit: IRC2009/TPI-2007(STD) tgt PROp PLT TYP., Wave FT/RT=8%(0%)/4(1) 10.03.4[t , - wL i;TY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Tn,s-Way Im 360-750-1470 ••IARNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. 1�' 3901 NE 68th St.,Vancouver WA :=LEEBSTREET(BSUITEN3VALEXANDRIA23�4 E VA'N2jIANDAB( W CWOODD TRUSSI COUNCIL PER OFTEANICgUTE. fi3OOv 1 4 6 5 g TCLL 25.0 PSF REF R561-- 41212 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS g -, �,,.�-- TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. a ' �I BC DL 10.0 PSF DRW CAUSR561 12349218 ••I MPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS OREGON, _ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS iir ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. I/ 4*ps 7,%Del QC�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMSAWITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY(W AFBPA)AND TPI. ALPINE 7` ,),4_ L ��• TOT.LD. 42.0 PSF SEQN- 664533 CONNECTOR PLATES ARE MADE OF 20/18/1ISA(W,H/SS/X)ASTM NAL ESIGE AO/60 (W, FAPA) )DALV, STEEL. APPLY €! PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY(1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3, A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INpICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ,r 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE EXP. BUILDING DESIGNER PER ANSI/TPI , SEC. 2. SPACING 24.0" JREF- 1 US1561 Z08 12114/2017 — c THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J10) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.18 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 0.56" due load applied per IRC-09 section 301.5. to total load at X = 4-0-2. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. 0-4-1 l' 24-0-14 d 4 7 R=61 U=28 11) 22-10-8 R=297 U=133 W=3.25" 6-4-6 0-7-0 �� r' - 18-0-0 i R=148 "' 4X6(B3)(R) III .°,,I.c 7-11-4 0-34i-9-15->i E< 9-10-15 Over 4 Supports R=419 U=16 W=5.5" RL=192/-51 Design Crit: IRC2009/TPI-2007(ST13) tc4�ti© PRO fis PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.r - 44c ! 1'4y�,:1 OR/-/1/-/-/R/- Scale =.375"/Ft, Trus-Way hlC 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. .14659 TC LL 25.0 PSF 3901 NE 68th SL,Vancouver WA REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION), PUB(ISHED GY TPI (TRUSS PLATE INSTITUTE, 216 REF R561-- 41213 NORTH LEE STREET, SUITE 312, ALE%ANDRIA, VA, 22314)AND WrLA(WOOD TRUSS COUNCIL DF AMERICA, 6300 .sr S ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ~� TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE --L''-'' ,.//!- -�'r A PROPERLY ATTACHED RIGID CEILING. ✓T` MXION "INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS bJ' 1�1ss tri. BC DL 10.0 PSF DRW CAUSR561 12349219 gi ALPINE IINOCONFONC.RMANCEALL WITHDTPIE ORSPONSIBLE FOR ANY FABRICATING. HANDLING.DEVIATION FROM THIS DESIGN,INSTALLING&ANY FAILURE TO RACING OF TRUSSESD THE TRUSS 7'4� ��0 7,1�aq Q ' 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 !,•4.41N r/ i. .CY CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K) ASTM A653 GRADE 40/60(W, 0/H,55)GALV. STEEL. APPLY f Ifi C/ TOT.LD. 42.0 PSF S EQN- 664537 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 A3 OF TPI1-2002 SEC.3. A SEAL ON THIS 11 W Building Components Group,IIIc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 1-?`Q• _i2-� -1 FROM KTC DUR.FAC. 1.15 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE DF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/IP' 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J12) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.77 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 0.56" due load applied per IRC-09 section 301.5. to total load at X = 4-0-2. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. Deflection meets L/240 live and L/180 total load. Creep 0-4-1 increase factor for dead load is 2.00. /1 25-2-14 �'� R=127 U=61 7r 22-10-8 j/ R=363 U=169 W=3.25" 7-6-6 i // 0-7-0 �d ,I # 18 0-0 �._� R=148 - 4X6(B3)(R) III II:o o< 7-11-4 0-3-4� 3-9-15 —>J I< 11-10-15 Over 4 Supports ={ R=419 W=5.5" RL=233/-58 Design Crit: IRC2009/TPI-2007(STD) p PRO 4. PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.F4, I„t:4"L S.9 .TY:1 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-WayIo Inc 360-750-1470 '.WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. Ys 1 REF R561-- 41214 REFER TO BC51 (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE. 218 C? r T TC LL 2 5.0 PSF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND W CA(WOOD TRUSS COUNCIL OF AMERICA, 6300 14659 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ./ y.w•"'` , TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE / G '• A PROPERLY ATTACHED RIGID CEILING. - ... R fi /�{�TA1 BC DL 10.0 PSF DRW CAUSR56I 12349220 *A IMPORTANT'-FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS 0R ION ALPINE GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS 1� G 11, V/ BC LL 0.0 PSF CA-ENG TSB/CWC Now IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. Y DESIGN CONFORMS WITH APPLICABLED20 PROVISIONS OFH/NDS (NATIONAL DESIGN SPEC. BY AK/N,S AND TPI. ALPINE . >�lw.�3�- �N TOT.LD. 42.0 PSF S EQN- 664541 CONNECTOR CO PLATESRMARE PPS OF LE/,ROVISA(S,OFSN/S) ASTM N653 GRADE SPEC. (W, H/PASS) DALVI STEEL. APPLY IN $j PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. IIRNW. J `-^.N.�.. .... ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS "- DUR.FAC. 1 .15 FROM KTC ITV Building Components Group,Inc. ORgWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS C06PONENT ;--Y, 12-31-13 Sacramento,CA 95828 DESIGN SHOWN. NE SUITABILI AND USE DF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILI OF THE F BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1 US1561_Z08 12/11/2012 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - J14) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.35 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 0.56" due load applied per IRC-09 section 301.5. to total load at X = 4-0-2. Unbalanced snow loads have not been considered. • Shim all supports to solid bearing. 0-4-1 Deflection meets L/240 live and L/180 total load. Creep .( ® 26-4-14 increase factor for dead load is 2.00. 1- R=63 R=63 U=31 00 25-2-8 7 R=193 U=95 W=1.5" *22-10-8 8-8-6 R=366 U=176 W=3.25" • 0-7-0 �t /:_� x' 18-0-0 1 i— :IT-, 4X6(6 ) R) III 1.O-OIc 7-11-4 -0-3-4 1-11-11 3-10-4�I 13-10-15 Over 5 Supports =1 R=419 W=5.5" RL=275/-65 Design Crit: IRC2009/TPI-2007(STD) 45I. PROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03,F' • QI,1 ,- .`1r _1 OR/-/1/-/-/R/- Scale =,3125"/Ft. TRIS-Wayy IHC 360-750-1470 ..MARNING'• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vanco r SVA REFER TO BCSI (BUILDING COMPONENT SAFETY IN2ORMATION), PUBLISHED RV TPI (TRUSS PLATE INSTITUTE, 218 /, �� TC LL 25.0 PSF REF R561-- 41215 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 2231<)AND WrLA(W000 TRUSS COUNCIL OF AMERICA, 6300 :ff ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ,/"_ A PROPERLY ATTACHED RIGID CEILING. �/' "IMPORTANT'`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON B(C� DL 10.0 PSF DRW CAUSR561 12349221 mow GROUP. INC. CE WL HOT BE RESPONSIBLE FOR ANY LING, HI FROM THIS DESIGN, ANY BRACING OF TO SS S. THE TRUSS `s��� 4.0.7,59�� Q�v BC LL 0.0 PSF I CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI. OR FABRICATING. HANDLING, SHIPPING INSTALLING 8 BRACING OF TRUSSES. � Y DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF6PA)AND TPI. ALPINE SS% $Y.Cr'o ts„ _ CONNECTOR PLATES ARE MADE OF 20/19/16GA(W,H/SS/K) ASTM A653 GRADE 00/60(W, K/H,SS) GALV. STEEL. APPLY Ifo TOT.LD. 42.0 PSF S EQN- 664545 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY [1)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DIJR.FAC. 1 1 5 ORAWI NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT EXP. 1 2-3 i- . ITV Building Components Group,Inc. FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI l SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561_Z08 ' F A F THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.43 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 IC 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 0.05" due to live load and 0.14" due to total load at X = 5-2-6. 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. 1 20-6-14 R=167 U=37 Y 2X4 III 7 1!1 4X6(63)(R) III „ it 0-3-8 18-7-8 0-7-0 =, II 0-7-8 R=110 3X4-.-- 4 18-0-0 2X4 III 1. -1-0-0-->l<----------3-10-15 4-1-13 31 2-3-12 _i5 5-7-8 'I 2-5-8 I' 5-5-12 '1 2-5-8 —I` 5-5-12 ' 7-11-4 Over 3 Supports ›.. R=261 U=20 W=5.5" RL=81/-30 Design Crit: IRC2009/TPI-2007(STD) ,gp PRpfiE PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. moi,. t:,"".-S 41•Y:1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. {] l 3901 NE 68th St.,Vancouver WA REFER TO SCSI (eUIL01NG COMPONENT SAFE INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 4L 9 3 6 5 9 9 TC LL 25.0 PSF REF R561-- 41216 NORTH LEE STREET, SUITE 3t2, ALE%ANORIA. Vq, 22319) ANO WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 tC s^ r- ENTERPRISE LANE. MADISON. WI 53710)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -" TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. H OREGON '•1NPORTANT•'FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS Cl. Yn�1aVN • BC DL 1 O.0 PSF DRW CAUSR561 12349222 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS I (- (;Y ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. - ' 7,'g$ qy�• BC LL 0.O PSF CA-ENG TSB/CWC CDONNECTOR CORNPLATE WITH AMADEI OF LE2C1 PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF/PA)AND TPI. ALPINE - V�p4 •� —.��s-`-�,;" TOT.LD. 42.0 PSF SEQN- 664548 CONNECTOR FORTES ARE MAGE OF 2D/16/VISA (W,H/SS/X) ASTM N653 GRADE 40/60(W, R/PASS) GALY. STEEL. APPLY ♦ {HAY/ PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS . ANY INSPECTION OF PLATES FOLLOWED BY(,)SHALL BE PER ANNEX A3 OF TPII-2002 SEC.). A SEAL ONNTHISTHIS ITW Building Components Group,Inc. AWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31_ 3 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 ZO8 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC06) Top chord 2x4 DF-L #1&Bet,(g) 110 mph wind, 20.02 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) psf. :Lt Wedge 2x4 DF-L Standard(g): Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.12" due to live load and 0.31" 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. 0 ;p 21-8-14 R=207 U=71 7 2X4 III 4X6(B3)(R) III 0-3-8 IIb V 18-7-8 0-7-0 r • 0-7-8 Y R=116 —1---- ( 18-0-0 WEEN W=7-113X4= 2X410 l< 1 ' '1= 5-10-15 - 2-1-13 =1 2-3-12 2-5-8 r 5-7-8 5-5-12 2-5-8 5-5-12 7-11-4 Over 3 Supports R=343 U=25 W=5.5" RL=116/-37 Design Crit: IRC2009/TPI-2007(STD) PROFS PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.t91) Mi 4N 9`-TY:1 /OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-WayInc 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. [ TC LL 25.0 PSF 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT RIA, INFORMATION), PUB(ISHED BY TPI (TRUSS PLATE INSTITUTE, 030 1465 g 'YE' REF R561-- 41217 NORTH LEE STREET, SUITE 312, ALEXANDRIA, Vp, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, fi3OO _ ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS F Y ,,,,':,.....0,, TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. - ..--''' BC DL 10.0 PSF DRW CAUSR561 12349223 "IMPORTANT• FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I.BUILDING COMPONENTS B. OREGON - GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 444 46q•T'1,�$ei V� BC LL 0.0 PSF , CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SNIPPING. INSTALLING a BRACING OF TRUSSES. 4> L DESIGN CONFORMS WITH MADE OF PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE ��,��T$W. pC� TOT,LD, 42.0 PSF S EQN- 664551 CONNECTOR PLATES ARE ADPL OF 20/18/1ISA(W,H/SS/X) ASTM A653 GRADE 40/60(W, H/PASS)GALV, STEEL. APPLY F S^ PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-2. ANY INSPECTION OF PLATES FOLLOWED BY (1) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS FROM KTC ITV Budding Components Group,Inc. DRpwINc INDICgTES ACCEPTAN E OF PROFESSIONAL ENGINEERING RESPONSIBILI Y SOLELY FOR THE TRU55 COMPONENT DUR.FAC. 1 .15 Sacramento,CA 95828 DESIGN SHOWN. HE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILI OF THE FNP. 12-31-13 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" JREF- 1US1561 ZO8 17/19!2012 _ T , • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC08) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.60 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 #1&Bet.(g) :W2 2x4 DF-L Standard(g): psf. :Lt Wedge 2x4 DF-L Standard(g) : Connectors in green lumber (g) designed using NDS/TPI reduction factors. Wind loads based on both MWFRS and C&C, Reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Calculated vertical -deflection is 0.04" due to live load and 0.13" due load applied per IRC-09 section 301.5. to total load at X = 5-2-10. 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. 11 r 22-10-14 R=160 U=70 7I 3X4% 4X6(63)(R) III .11211111111.111.......____ 0-3-8 0-7 0 OAP i 18-7-8 • 0-7-8 3X4= —__ == 18-0-0 3X4==- R=178 U=25 2X4 III t< 1 • >i< 7-10-151"13 2-3-12 5-7-8 J f 2-5-8 I` 5-5-12 >l 2-5-8 —I` 5-5-12 ' 7-11-4 Over 3 Supports > R=414 U=32 W=5.5" RL=153/-44 Design Crit: IRC2009/TPI-2007(STD) *V PROAL PLT TYP. Wave FT/RT=8%(0%)/4(1) 10,03, :; Z.%i. N,*•Y:1 OR/-/1/-/-/R/- Scale =,5"/Ft. TRIS-Wa IHC 360-750-WM `"RARNING"" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, CS C 3901 NE 68th St.,Vancouver WA REFER TO BCSI (BUILDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 218 o&i 1 4 6 5 9 '9° -7 TC LL 25.0 PSF REF R561-- 41218 NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 OZ 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 .+- �.. . TC DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. i OREGON p�pp'.J+�y�'� BC DL 10.0 PSF DRW CAUSR661 12349224 "IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS yT[e.UN1\ GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE IN CNFONMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. , e 71 1g�q " BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM 0053 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY 'M{( PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. TW,C+1�' ' TOT.LD. 42.0 PSF S EQN- 664558 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,. A SEAL ON THIS ITW Building Components Group,hoc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT DUR.FAC. 1 .15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE DF THIS COMPONENT fOR ANV BUILDING IS THE RESPoNSIBI CITY OF THE C 'C' i c-�7-1� Sacramento,C.4 95828 BUILDING DESIGNER PER ANSI/Tel 1 SEC, 2, 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 Y THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC10) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.18 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 #1&Bet.(g) :W2 2x4 DF-L Standard(g): psf. :Lt Wedge 2x4 DF-L Standardg ): 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 0.05" due to live load and 0.14" due to total load at X = 5-2-10. 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. 0-4-1 >j 24-0-14 R=61 U=28 YY 7 122-10-8 PA R=225 U=103 W=3.25" 3X4 grommomp 0-7-0 /_tea 0-7-8 3X4-17=- R=179 U=29 18-7-8 T ► -� + 18-0-0 3X4= 4X6(63)(R) III 3X4 III 11 ' 7-11-4 ><1-9-15=J Fc 2-3-12 ___A 5-7-8 5-7-8 2-5-8 5-5-12 2-5-8 T 5-5-12 -i .-17-1c 9-10-15 Over 4 Supports R=417 U=15 W=5.5" RL=192/-51 Design Crit: IRC2009/TPI-2007(STD) 4t'La. PROFtrs PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. :6 .00 44 ��1,.a fe y:1 TCOR/-/1/-/-/R/- _ Scale =.375"/Ft. Trus-Wa{yy Inc 360-750-1470 ...WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. q LL 25.0 PS F 3901 NE 68tH St.,Vanconver\V A REFER (BUILDING COMPONENT SAFETY 22314>AND PUBLISHED BV TPI (TRUSS PLATE INSTITUTE, 218 t44; 14659 REF R561-- 41219 NORTH 11%;12EET, 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 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - % A PROPERLY ATTACHED RIGID CEILING. i e ..IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTSGROUP. INC. �y OREGON ,,,, BC DL 10.0 PSF DRW CAUSR561 12349225 now ALPINE IN CONFORMANCE LL NOT OTPIE RESPONSIBLE LEIFOR HAND ANY DEVIATION EV TIONPFROM THISTDESIGN:&ANY CIN°FAILURE TO TRUSSILD THE TRUSS � �vf`n T'1g$$ �~ BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC, BV AF6PA) AND TPI. ALPINE -T `/t V {�iY�a CONNECTOR PLATES ARE MADE OF 20/18/l6GA(W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GALV. STEEL. APPLY �` I N CST" TOT.LD. 42.0 PSF S EQN- 664561 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. FE ANY INSPECTION OF PLATES FOLLOWED BY (,)SHALL BE PER ANNEX 03 OF TPI1-2002 SEC.3. A SEAL ON THIS FROM KTC ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. ;i-.'>I-I.� DU R.FAC. 1 .15 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR qNV eUILDI NG IS THE RESPONSIBILITY OF THE - BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC12) • Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.77 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 #1&Bet.(g) :W2 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 0.05" due to live load and 0.14" due to total load at X = 5-2-10. 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. 0-4-1 /jil _� A 25-2-14 R=127 U=61 7 /.-/, / 2-10-8 ---11 3X4-,7% R=291 U=138 W=3.25" W2 ----- -I- ' _M� 0I It 18-7-8 0-7-0 -'1 0-7-8 3X4= R=179 U=31 T — 0 18-0-0 3X4= 4X6(83)(R) III 3X4 III Ll' ---l< 7-11-4 >s 3-9-15 ,1 1 22-5-8 T 5-5-12 2-5-8 —I— 5-5-12 'I -< 11-10-15 Over 4 Supports >1 R=417 W=5.5" RL=233/-58 Design Crit: IRC2009/TPI-2007(STD) .>VD PRO44t: PLT TYPyy. Wave FT/RT=8Gh(O%)/4(1) 10.03. 't.ij ! {;�y�� Y:1 /OR/-/1/-/-/R/- Scale =.34"/Ft. Tms-Wa3901 NE68't11St.,Vancouver WA •NORATHN EOEBSTREET(BSUIDTEN31REQUIRE 2 ALEXnT RIAS VAIN22314)IANO YRC B(WOODD TRUSSSHIPPING. OUNLIINSTALLING N T�ITUTEC123800 1 it-.'148559 -"5" T/C LL 25.0 PSF REF R561-- 41220 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS T / .--'-. TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. E ({X-''' I "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON BC+ DL 10.0 PSF DRW CAUSRS6l 12349226 imp- GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS .4- 4e ep,' <C, BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE T - 7 1 tt IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. CONIES ORNPLATE WIRE MADEI OFB20 18/16GIO(S H/NDS (NATIOA65 DGR DE SPEC, BY AF/PA)AND TPI. ALPINE -..l 4& Md ¢Q,.. TOT.LD. 42.0 PSF S EQN- 6645 64 CONNECTOR PLATES ARE MADE OF 20/lB/1fiGA(W,H/SS/K)ASTM Afi 53 GRADE 00/60(W, F617A) ) GPLV. STEEL. APPLY Y PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY(1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS " - — 11W Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBI LITV SOLELY FOR THE TRUSS COMPONENT EX 12-31-13 DUR.FAC. 1 .15 ii P DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE L U FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 US 1 5 6 1 ZO8 17/14/7017 . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JC14) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.35 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 #1&Bet.(g) :W2 2x4 DF-L Standard(g): psf. :Lt Wedge 2x4 DF-L Standardg ): 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 0.05" due to live load and 0.14" due load applied per IRC-09 section 301.5. to total load at X = 5-2-10. 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. 0-4-1 rI 0 26-4-14 R=63 11=31 25-2-8 7 f R=193 U=95 W=1.5" 2-10-8 R=294 U=143 W=3.25" 3X40 9 • PIIIMMINumm.___ i_ INNIMUMMIMEMOMMOMMUMMUMMEMM 0-7-0 /:� 0-7-8 3X4= R=179 U=34 ® 18-7-8 = *018-0-0 4X6(8 ) R) III 3X4= 1- 1 '>i< 3X4 III 7-11-4 >�< 3-10-4 =I1-11-11J L- 2-3-12 _j 5-7-8 V 2-5-8 j 5-5-12 2-5-8 —f` 5-5-12 -1 13-10-15 Over 5 Supports /1 R=417 W=5.5" RL=275/-65 Design Crit: IRC2009/TPI-2007(STD) _VO NIC PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. < { .^ `� "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. '"T '• Y:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Tn1s-Way hlc 360-750-1470 y/ 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUITEl11, ALExANDRIAETYVA(N22P3M1A)IA.WICAB(IWOOD TRUSSI COUNCIL POFTEAMERICAUTE. 6300 Q:: � 6 5o - TC LL 25.0 PSF REF R561-- 41221 ENTERPRISE LANE. MADISON, WI 53710) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS I, „..,-/''''',_...60016.- - - OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 12/14/12 A PROPERLY pTTpCRED RIGID CEILING. k,(11......) np/�� "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IYR BUILDING COMPONENTS ..L' Yf1LGON �.' BC DL 10.0 PSF DRW CAUSR561 12349227 ALPINE IGNOCONFORMANCE WITHTPIE ORSFABRICATINGR IIANDLINGATSHOPPRING,TINSTALLING BABRACINGUOF TRUSSES THE TRUSS `,��_R�)eSc 7'1p3Q) a�',+ BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFGPA)AND TPI. ALPINE 'vV1F'lV G�_ �•@ . TOT.LD.LD. 4 2.0 PSF CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K) ASTM A653 GRADE A0/60(W, K/H,SS)UGLY. STEEL. APPLY 4 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA_2. _ _ S EQN- 6645 67 ANY INSPECTION OF PLATES FOLLOWED B1' (i) SHALL BE PER ANNEX A3 OF TP11-2002 SECA. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT P DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT fOR ANV BUILDING 15 THE RESPONSIBILITY OF THE EXP. I.�'-J1-1`O BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - JCCJ) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 22.79 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 #1&Bet.(g) :W2 2x4 DF-L Standard(g): psf. :Lt Wedge 2x4 DF-L Standardg ): 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 0.05" due to live load and 0.14" due to total load at X = 5-2-10. 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. 0-4-1 ® 27-3-6 R=1131=57 7 ) �j 25-2-8 R=243 U=122 W=1.5" . 22-10-8 R=294 U=146 W=3.25" 3X4% W2 IP 0-7-0 / Inimixtmaimmi.-..mE 0-7-8 R=179 U=36PAMMEMMEZ 18-7-8 .. 3X4= 18-0-0 4X6(B3)(R) III 3X4= 3X4 III 1`1 ''L‹ 7-11-43"4 ».< 3-10-4 >I< 3-5-11-->-1 L2-3-12 j 5-7-8 2-5-8 T 5-5-12 ,i r 2-5-8 5-5-12 —1 F 15-4-15 Over 5 Supports ;1 R=417 W=5.5" RL=307/-71 Design Crit: I RC2009/TPI-2007(STD) „i.,4' 9-PR©FE4.Ss PLT TYP, Wave FT/RT=8%(096)/4(1) 10.03.!,, t; c1J.N 1 OR/-/1/-/-/R/- Scale =.275"/Ft. Tnls-Way,Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. 14659 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUITEN312 ADLEXANURIAE VAIN2O3R1<)IAND WrCAB(WOOD TRUSSI COUNCIL POFTEAMERICAUTE. 6300 _ / TC LL 25.0 PSF REF R561-- 41222 ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (v..,....„..........11) TC OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - DL 7.0 PSF DATE 12/14/12 A PROPERLY ATTACHED RIGID CEILING. ,IS !�y- "•IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS q,- n�nC��` ♦'�„ BC DL 10.0 PSF DRW CAUSR561 12349228 GROUP, INC. SHALL NOT 0E OR FABRICATING, ANY LING, HI FROM A THIS INSTALLING ANY FAILURE TO BUILD THE TRUSS � E^C.,A9mg c j BC LL 0.0 PSF CA-ENG TSB/CWC �► ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE p� ('� _ CONNECTOR PLATES ARE MADE OF 20/16/16GA (W.H/SS/K)ASTM A653 GRADE 40/60(W. R/H.SS) GALV. STEEL. APPLY 1011 .OJ0 TOT.LD. 42.0 PSF S EQN- 664570 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED By 0) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS IT\\'Building Components Group,Inc. ORAw1NG INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 OUR.FAC. 1 .15 FROM KTC Sacramento,C. 95828 DESIGN SHOWN. THE SUITABILI iV AND USE OF THIS COMVONENT fOR qNV BUILDING IS THE RESPONSIBILITY Of THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/14/2012 SPACING 24.0" JREF- 1 US1561 Z08 .11111 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - SJ02) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.85 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. 7 11 19-4-14 R=43 U=18 1-8-6 I( 0-7-0 sid , / • 0-3-8 i MIEN NESIEN R=33 4X6(B3)(R) III 0-1 I' 1-0-0 >< 1-10-15r 3 - 1-11-4 Over 3 Supports R=170 U=22 W=5.5" RL=47/-23 Design Crit: IRC2009/TPI-2007(STD) %V PROP PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.f4 t �<"arait Y:3 OR/-/1/-/-/R/- Scale =1"/Ft. Tnls-Wayy,Inc 360-750-1470 ..WARrtno.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4 rJEy(y 3901 NE 68tH St.,Vancouver WA NORTH LEEBSTREET(KSUIDTEN312mAOEXANORIAE VqN22314)ATIO WTCIUOND D TRU11 COUNCIL'WEAMEAND BEA 6300 4.41 fCC Vis` t 4E 5 9 4 TC/ LL 25.0 PSF REF R561-- 41227 ENTERPRISE LANE, MADISON. WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS d TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACKED RIGID CEILING. �.�` pREG0N BC DL 10.0 PSF DRW CAUSR561 12349229 A*IMPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTSGROUP. INC. ,}_ �a ALPINE _ IN CONFORMANCEAWITH LL OTPBE OR FABRICATING, HANDLING. SHIPPPoNSIBLE FOR ANY DEVIATION ING,OM TINSTALLING 8HIS DEsIGN; A RACINGNY UOF TRUSSES. RE TO O THE TRUSS E+W+� �V 1 1 `(��� � BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY APAPA)AND TPI. ALPINE y V CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.H/SS/K)ASTM A653 GRADE 00/60(W. K/H,SS) GALV. STEEL. APPLY ��"MIM W.t,+y��Q TOT.LD. 42.0 PSF S EQN- 664502 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 1TW Building Components Group,Inc. G INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILI TV AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBI LITV OF THE BUILDING DESIGNER PER ANSI/TPI , SEG. 2. 12/14/2012 SPACING 24.0" J RE F- 1 US 1 56 1 ZO8 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - SJ04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.43 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. k L 0-4-1 ' 7 20-6-14 =11-41111111/111111111111111111111111111111111111111.4 i R=100 U=43 2-10-6 b 0-7-0 Elm 1. 11111:1111 R=57 U=18 18-0-0 1611211 4X6(B3)(R) III L-1-0-0 >L 1-11-4 2-1-3 =1 3-10-15 Over 3 Supports > R=207 U=18 W=5.5" RL=81/-30 Design Crit: I RC2009/TPI-2007(STD) egt.0 PR©pe,s, PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 11,;,,05.1- -- A :3 OR/-/1/-/-/R/- _ Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 ...wampum"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 14059 TC LL 25.0 PSF 3901 NE 68th St.,Vancouver\VA REFER TO SCSI (BUILDING COMPONEN SAFET INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 REF R561-- 41228 NORTH LEE STREET, SUITE 312 ALEXANDRIA. VA, 223'14)AND WTCA(WOOD TRUSS COUNCIL OF ANERILA 6300 .-----:- .o ENTERPRISE LANE, MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS - -�^yl/e TC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. 1 OREGON } (' - "IMPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS ye`-(- CCCn --,, , BC DL 1 O.O PSF DRW CAUSR561 12349230 mow GINOCONFO MANCE WITH TPIUP, INC. SHALL NOT ,ORS FABRICATING. HANDLINGPONSIBLE FOR ANY ATSHIIPPRING,TINSTALLING HIS .BABRACING NY LUOF TRUSSES. RE TO O THE TRUSS 'Jt9s l n_7,� ����� BC LL 0.0 PSF CA-ENG TSB/CWC _ DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AFBPA) AND TPI. ALPINE // bj,Y�{ CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/R)ASTM A653 GRADE 40/60(W, R/H,SS)GALV. STEEL. APPLY - 4�6 W. TOT.LD. 42.0 PSF S EQN- 664 505 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS C ITW DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EJ\1=. 12-31-'13 DUR.FAC. 1 .15 FROM KTC Building,Components Group,Inc. DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE SaCEUDIe11tO,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. P/11/)012 SPACING 24.0" JREF- 1US1561_208 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124626-LEGEND HOMES Laurel A -- , OR - SJ06) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.02 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 IC 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. I 0_-1 21-8-14 71 R=152 U=67 /I' 0-7-0 �, N (4) 18-0-0 R=130 U=53 4X6(63)(R) III i-o-O 1-11-4 >< 4-1-3 _l F. 5-10-15 Over 3 Supports R=214 U=2 W=5.5" RL=116/-37 Design Crit: IRC2009/TPI-2007(STD) IAD PROF4ts PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03. 1k4 . ar.Y:3 OR/-/1/-/-/R/- Scale =.5"/Ft. Tn1s-Way In(. 360-750-1470 ...WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. A Ay ( t,Vancouver WA NORTH LEEBSTREET(BSUITEW3l2ALE NDRIAEryq'N223t6)IAND WrCAB(WOOO TRU SSI COUNCIL POFTEgNERICAUTE fi300 �b 5 9 Tl LL 25.0 PSF REF R561-- 41229 3901 NE 68th S ENTERPRISE LANE, MADISON. WI 53719) FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS IC DL 7.0 PSF DATE 12/14/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE " A PROPERLY ATTACHED RI010 CEILING. - /��Te�,+.�yr'p� "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS • 0#1cGON BC DL 10.0 PSF DRW CAUSR561 12349231 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS C' ' [� ALPINE _ IN DESIGN CONFORMS WITH TPI; OR FABRICATBLE ING, HANDLIS OF NG(NATIONAL INSTALLESIGN ING OFNTRUSSES. ALPINE '.• vJJ�-7l 1'J{��q - BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/1G/16GA(W,H/SS/X) ASTM A653 GRADE 40/60(W, K/H,SS) GALV. STEEL. APPLY j M{R.}s j5 TOT.LD. 42.0 PSF S EQN- 664508 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. YQ II9 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TP(1-2002 SEC., A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT12-31-13DUR.FAC. 1 .1 5 Sacramento,CA 95828 DESIGN SHOWN. THE SUITg61LITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE EXP. FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 17/147017 SPACING 24.0" JREF- 1 US1561 Z08 0 • ' r • 43'6" ® - 5' 37' -p r r CD a) rn 1 , m FF06(0 TY,-- ` m Fo ccoo O (DIf C3(QTY=21 FOC (QTY O 1 ) a a Fdl(QTY`2) 0 0 > o- -.E1---D.- It • r I CO c, O 2° 0 C o 8' Do 4=-.. Q cn) o Mechanica Chase o echanical Chasc al Q a F1d(QTY=9) r < ° ( TXEsxaQ {XXxxCX XX_ XXxXXXx Xx X% 'ID N Trim Ends oo , ca 274 F12(QTY=9) a • n K ' k k C CDW z d o N `-' > M m Trim Ends M:chanical 'Chase c>' �' Trim Eads p < F02 X X X �- 2C ;x 0p C 910 00 338 B' sd o �-- n N 2E -oj ` Customer:LEGEND HOMES O > r O Owner:Legend Homes s m m w Plan:Laurel zz z0 Salesman:Greg Martin P Elevation:A&S ® 9'10" , 33'8" , \ < / - - - - N.) . < F02 / CD II co O < Tm Eids x R 05 w < 8 -ice ? {� m 7.2..::::\,5 � ) X Trim Ends 1— „ /-r , m 0 Mechanical Chase 6 , A e . -< r / Q" .� - 1� GI s N a[n v * X05 QT } FM �(Q Y=3 jF07 QTY®) 03 F12(Q—Y=9) a 27"4P I 9 11 / W _a NJ F o3(QTY ^) N / �—e „ Trp E ds °° -p r r x wXXXXXX ,�X XXXXX OSI) (D o x T�imEds ` x X _1c1� vC o O (T) =( 1* , F1: (QTY=9) . CD < u _ co Q P, 1 -s C31 > a (,' ' �, Mechanics ChEse : Mechanical Chase � N 0 Qp0 / r- a QED 4* Uc. N) v ra N v v q / / -a- r ,E1-- 5' --/3»-e 37' B, ~a— 43'6" -o ` Customer:LEGEND HOMES O Owner.Legend Homes m a, W Plan:Laurel zz (D 0 Salesman:Greg Martin P Elevation:A&B ITW Building Components Group, Inc. 8351 Rovana Circle Sacramento,CA 95828 (916)387-0116 Page I of 1 Document ID:1US1561-21817084006 Truss Fabricator: Trus-Way, Inc Job Identification: 124629-LEGEND HOMES Laurel A & B Floor -- , OR Model Code: Truss Criteria: CUSTOM/TPI-2007(STD) Engineering Software: Alpine proprietary truss analysis software. Version 10.03. Truss Design Loads: Roof - N/A Floor - 55 PSF @ 1.00 Duration Wind - N/A fop PROFF� Notes: ►�"y' t 1. Deternination as to the suitability of these truss conponents for the J ~. structure is thefddresponsibility of the building designer/engineer of 2. Escso�iodm ondat�achedndAa1ings! he drawing nunber is preceded by: CAUSR561 •� OREGON Details: CNSY42PL-STRBR I BR- �ti Subnitted by CWC 08:39:58 12-17-2012 Reviewer: TSB 4))ofNWpd".4� $ $ # Ref Description Drawing# Date EXP. i0.70C2't312 1 41637--F01 12352041 12/17/12 2 41638--F02 12352042 12/17/12 3 41639--F03 12352043 12/17/12 4 41640--F04 12352044 12/17/12 5 41641--F05 12352045 12/17/12 6 41642--F06 12352046 12/17/12 7 41643--F07 12352047 12/17/12 8 41644--F08 12352048 12/17/12 9 41645--F09 12352049 12/17/12 10 41646--F10 12352050 12/17/12 11 41647--F11 12352051 12/17/12 12 41648--F12 12352052 12/17/12 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F01) Top chord 4x2 DF-L #1&Bet.(g) Deflection meets L/360 live and L/240 total load. Creep increase Bot chord 4x2 DF-L #1&Bet.(g) factor for dead load is 2.00. Webs 4x2 DF-L Standard(g) Truss must be installed as shown with top chord up. Truss left end may be trimmed up to 1-4-0 minus the plate lap on the 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 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. 17.75" Typ. - 3X3= 3X3= 1X3 III ins gm il liMiimimollpripl 1 1-4-0 1-4-0 =MIIMMISMI011.11111 Nliffilii PR 9-0-0 Pri 3X4= 3X3= 1-4-12 >< 1-6-8 _I 1-6-8 0..12 1-4-12 3-1-12 {= 4-6-8 Over 2 Supports >I R=250 W=2" R=250 Design Crit: CUSTOM/TPI-2007(STD) t,��p PRO,ces PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. . i,1vo.1_. 'a�► :4 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way Im 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 14659 . 3901 NE 68Th St.,Vancouver WA NORTH LEE TREET(BSUITEN312EALEXANORIpETVA1NZT4)ITND WTCAB(W000 TRU SSI COUNCIL POFTEANERICAUTE. fi300 TG LL 40.0 PSF REF R561-- 41637 ENTERPRISE LANE, MADISON, WI 53]19)FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC DL 10.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. '✓�. YJ,y.r --IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. HTW BUILDING COMPONENTS g.J-� k'1REGON / B(C� DL 5.0 PSF DRW CAUSR561 12352041 mow GROUP, INC. SHALL HOT BE RESPONSIBLE FOR ANY LING, HI FROM G THIS DESIGN: ANY FAILURE TO TBUILDRUSSES. THE TRUSS '"®� � -7,lg$� ��~ BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. 7 DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE A{ CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/S5/K) ASTM A653 GRADE 40/60 (W, K/H.SS)GALV. STEEL. APPLY i1A' CM TOT.LD. 55.0 PSF S EQN- 1070 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX A3 OF TP11-2002 SEC., A SEAL ON THIS CC_�� �1 ITW Building Components Group,Inc. DRAWING INDICgU ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. i'2-31-1:3 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/17/2012 SPACING 24.0" JREF- 1 US1561 Z18 I • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F02) Top chord 4x2 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I < 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. Truss left end may be trimmed up to 1-4-0 minus the plate lap on the Deflection meets L/360 live and L/240 total load. Creep increase insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") factor for dead load is 2.00. 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: 13" Truss must be installed as shown with top chord up. Insert TE 2x4. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Special loads (Lumber Dur.Fac.=1.00 / Plate Dur.Fac,=1.00) TC- From 200 plf at 0.00 to 200 plf at 4.54 BC- From 10 plf at 0.00 to 10 plf at 4.54 17.75" Typ. 1 3X3= 3X3= 1X3III y J . 1 1-4-0 1-4-0 ,,Ji (1j 9-0-0 3X4-- Mal 1 1-4-12 0"12 1-4-12 1-6-8 I, 1-6-8 AI 3-1-12 k4-6-8 Over 2 Supports %I R=477 R=477 Design Crit: CUSTOM/TPI-2007(STD) NI,-lip PR04 S PLT TYP, Wave FT/RT=6%(0%)/4(1) 10.03.6, -,t ;0,� ,e Y:1 OR/-/1/-/-/R/- Scale =.75"/Ft. • Tms-Way 360-750-1470 "WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING. INSTALLING AND BRACING. Inc C 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUIDEN312ONPOEXANDRIAETL"22314)IAND WTCAB(IWOODQ 1RU551 COUNCIL TrEANERICAUTE 6300 ' 6,9 TC LL 40.0 PSF REF R561-- 41638 ENTERPRISE LANE. MADISON, WI A 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ` '� TC DL 1 0.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE - A PROPERLY A7TAONED RIGID CEILING. OREGON 33 ..IYPORTANTA.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS J,,S� Y BC DL 5.0 PSF DRW CAUSR561 12352042 imir ALPINE _ INOCONFORMANCEALL WITHOTPBIE ORSPONSIBLE FOR FABRICATINIA HANDLINNIGATSHIPPING THIS INSTALLING aANY RACINGFAILURE OF TRUSSES THE TRUSS yA '4',F^-7,1 �(3Q� (�� 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 Ca+ a� CONNECTOR PLATES ARE MADE OF 20/le/16GA(W,H/SS/K)ASTM A653 GRADE 40/00 (W, 0/0.551 GALV. STEEL.APPLY /Ot,/4N.44/1W.COT‘ TOT.LD, 55.0 PSF S EQN- 1 070 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 TPt1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. WING INDICATES ACCEPTANCE OT PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP 12-31-13 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY ANO USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/17/2012 SPACING 24.0" JREF- 1US1561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , 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.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.32" DL: 0.32" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.26" due to live load and 0.58" due Deflection meets L/360 live and L/240 total load. Creep increase factor to total load at X = 9-0-12. for dead load is 2.00. Truss must be installed as shown with top chord up. 24" HI" 7-0-0 9-4-2 20.925" lyp.] 4X6= 4X6= 4X8= 3X3= 3X4 '- .'4 4 4 I I I p%1 Ali i h I II VIII 111111 II IIIIIIh�11111111111111111111111111111 A ill 1 ii 1' --� 1-4-0- -D 1-4-0 pu101 ► `c ) 9-0-0 4X8= 3X5= 3X5= 4X8= 4X6= 4X6 2"4 2"4 ,— 1-8-4 _l_ 1-8-4 1-8-4 _I, 1-8-4 + 2-1-8 >I< 1-10-7 1-9-11 _1 I 1-9-11 c 1-9-11 _I. 1-9-11 (, 3-6-12 I 3-4-8 2-1-8 1-10-7 I 3-7-6 3-9-10 I'z 18-4-2 Over 2 Supports R=1009 W=5.5" R=1009 W=4.125" Note: All Plates Are 1 .5X3 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) 0r&) PROF 9 PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. + ec_• .2 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way Inc 360-750-1470 ••NARNING•• TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. ��y qi Q1� 3901 NE 68tH St.,Vancouver WA NORTH LEEBSTREET, SUITEN312, ALEXANDRIA, On, 223 4)IAND W Cg8(IWOOD TRUSS COUNCIL POFTEAMERICAUTE, 63800 cc -y 1 A 6�9 mgr TC LL 40.0 PSF REF R561-- 41639 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 5,,. TC D L 1 0.0 PSF DATE 12/17/12 A PROPERLY ATTAINED RIGID CEILING, -�-°' 9 ••IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS . nOIEaONn. +� BC DL 5.0 PSF DRW CAUSR561 12352043 GROUP, INC. SHALL HOT BE RESPONSIBLE AT FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS \ ' Q.7,,CS'P� 41`rt-. BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE N CONFORMANCE WITH TPI: OR FABRICATING. HANDLING. SHIPPING, INSTALLING 8 BRACING OF TRUSSES. TP DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC. BY AF&PA)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/lB/16GA(W,H/SS/K) ASTM A653 GRADE 40/60 (W, R/H.SS) GALV. STEEL.APPLY 4N W.GW' TOT.LD. 55.0 PS F PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-2. SEQN- 1 087 ANY INSPECTION OF PLATES FOLLOWED BY 0) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS ff ITN Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN. THE SUITABI LITV AND USE Of THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/17/2012 SPACING 24.0" JREF- 1 US1561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F04) 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) Truss transfers a maximum horizontal load of Connectors in green lumber (g) designed using NDS/TPI reduction factors. 3000 # ( 165.63 plf ) along top chord, from either, direction to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Calculated vertical deflection is 0.26" due to live load and 0.57" due Drag Loads: Force(#) (PLF) Mbr Start End to total load at X = 9-0-12. Case 1: 3000 165.63 TC 0.00 18.11 30(10 BC 0.00 **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. Max JT VERT DEFL: LL: 0.32" DL: 0.32" recommended camber 3/8" 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. 7-0-0 1- 24" .1- 9-1-6 20.375" TYPyI 4X8= 3X6= 3X3= 3X4= 4X8= 1-4-0 \ + Vi- r, RR 15 1-4-0 i, 10 9-0-0 El 3X3= 4X8 3X5= 3X5= 4X8= 5X6= 4X6= 2"4 2'4 ,tel_ 1-8-4 I, 1-8-4 >.. 1-8-4 I_ 1-8-4 >.< 2-1-8 >, 1-9-14 >< 1-9-2 _I 1-9-2 1-9-2 _I, 1-9-2 I 3-6-12 3-4-8 2-1-8 1-9-14 3-6-4 I 3-8-8 ` I 18-1-6 Over 2 Supports >I R=982 W=2.75" R=1010 W=4.125" RL=3000/-3000 Note: All Plates Are 1 .5X3 Except As Shown. ,---_ Design Crit: CUSTOM/TPI-2007(STD) �ty97 PROP- PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03(44, Y+ 1`„4.... ,a1 Y:1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Tn15-Way,IIIc 360-750-1470 *mamma" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING.3901 NE 68t11S[.,Va»CAUvEE WA NORTHLEEBSTREET(BSUIDEN312OMPADEXANORIAEVp'N223R 4)IANOW LAB(WDOOD TRUSSI COUNCIL POFTEAMERIAUTE, fi300 946SJ /`y�~9, TC LL 40.0 PSF REF R561-- 41640 ENTERPRISE LANE, MADISON, WI 53119) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS —..-.- TC DL 10.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHARD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. j',. ..IMPORTANT"FURNISH A COPY Al'THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS .IT:11Vi\ BC DL 5.0 PSF DRW CAUSR561 12352044 ALPINE _ IN CONFORMANCGROUP, INC. EALL WITHOTPIE ORPONSIBLE FOR ANY FABRICATING, HANDLING, SHIPPING.TINSTALLING 8 BRACINGIS DESIGN; ANY URE TO BUILD OF TRUSSES. THE TRUSS e ®.4*ro ,g�� d.V BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF8PA)AND TPI. ALPINE r 1,� V CONNECTOR PLATES ARE MADE OF 20/16/16GA (W.H/SS/R)ASTM A653 GRADE 40/60 (W, R/H,SS)GALV. STEEL. APPLY 'MNTA/.CA%� TOT.LD. 55.0 PSF S EQN- 1101 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 ��"" 1TWBuilding Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR TME TRUSS COMPONENT EXP 12-31-13 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN HE SUITABILITY ANO USE OF THIS COMPONENT FDR ANV BUILDING 15 THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI , SEL. 2. SPACING 24.0" J RE F- 1 US 1 56 1 Z 1 8 12/17/2012 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F05) 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: 0.30" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.17" due to live load and 0.47" due to total load at X = 17-8-4. 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. f` 17-7-10 24" -h ' I- 7-0-0 { 26.406"l .406" Typ. 3X5 3X3= 3X4= 3X6= W=3X4= 4X10= 3X4= 3X10= I, -7/- -*-- ,, 3X3= 4X8= 4X6— W=3X4= 4X10= 3X4= 3X10= 3X4= 3X6= [= 8-3-8 =�< 18-4-2 ›.l 2 4 °"112-4-1 4-1 2-4-4 2-4-4 2-5-0 2-3-2 2-3-3 2-3-2 2-3-2 2-1-8 2-3-8 2-2-12 1-4-12 4-8-8 2-5-0 4-6-5 4-6-5 2-1-8 2-3-8 4-7-12 IIS 26-7-10 Over 3 Supports ;J R=383 R=1854 W=5.5" R=882 W=4.125"1 Note: All Plates Are 1 .5X3 Except As Shown. _ ---- Design Crit: CUSTOM/TPI-2007(STD) rtpPROaPLT TYP. Wave FT/RT=6°�(0°x)/4(1) 10.03clat,, `� , :2 OR/-/1/-/-/R/- Scale =.275"/Ft. Tfll$-�Vay InC 360-750-1470 ""NARNING"' TRUSSES REpUIRE E%TREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. C�3901 NE 68th St,Vancouver WA NORTH LEE STREET85UIDEN312 NPOE%ANORAETYAI FHBRICA1I WTCA(WOOD TRU551 COUNCIL POFTEAIERID BRA =0 _14u5RT(C LL 40.0 PSF REF R561-- 41641 ENTERPRISE LANE. MADISON, WI A 53719) FORVSAFETY PRACTICES PRIDR TO PERFORMING THESE FUNCTIONS. UNLESS - "�.F�, TC DL 10.O PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE A PROPERLY ATTACHED RIGID CEILING. // ----,. @ "IMPORTANT""FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR, ITW BUILDING COMPONENTS y�- }n�OREGON P„ BC DL 5.0 PSF DRW CAUSR561 12352045 "GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �,N,k, 7,,,0 �v BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES, q DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFePA) AND TPI. ALPINE p }�y] CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/%)ASTM A653 GRADE 00/60(W, R/H,SS)GALV. STEEL.APPLY /�'4N W t���Q TOT.LD. 55.0 PSF SEQN- 1134 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. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT F): 1'2.-31-13 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN. THE SUI TAe1LITV AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/17/2012 SPACING 24.0" JREF- 1US1561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , 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.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.23" DL: 0.30" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.17" due to live load and 0.47" due to total load at X = 17-8-4. 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. • 17-9-12 24" 24.781" Typ. f 7-0 -0 I -I 3X5= 3X3= 3X6= 4X10= W=3X4= 3X4= 3X10= 3X6= 1-4-0 G` _ 1\ 1-4-0 4X4 3X3= 3X8- W=3X4= 4X10= 3X4= 3X10= 4X10= 1- 8-5-10 18-4-2 f1 1-11-141_ 2-5-7 >< 2-1-8 _I_ 2-1-9 >< 2-1-6 _I_ 2-4-15 :< 2-3-2 _I_ 2-3-2 ><2-1-8 > 2-3-8 ��2-2-12-1_ 2-5-0 4-5-5 4-3-1 4-6-5 4-6-5 2-1-8 2-3-8 4-7-12 1-11-14—T- 8-9-14 -I- 16-0-0 EZ 26-9-12 Over 3 Supports > R=375 W=2.125" R=1885 W=5.5" R=883 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TP1-2007(STD) ,gyp PROFF PLT TYPyy. Wave FT/RT=6%(0%)/4(1) 10.03. :4,, ,r. 9-1r+- irrr�!r Y:3 OR/-/1/-/-/R/- Scale =.275"/Ft. Tms-Wa3 01 NE 68thISt,Vancouver WA RLRTAERNTONy.BCSITRUSSES(BUILDINGIRE CONPONENTE CARE SAFETV'IN ORMATION)N. HANDLING,PUBLISHED BySPIIPPI(TRUSS PLATENI STgUTELI2le �' 146'50 .111C' TC LL 40.0 PSF NORTH LEE STREET, SUITE 12, gLEXANDRIA, vA, 22314)PND WTCA(WOOD TRu55 COUNCIL OF pNERICA, 6300 t g� REF R561-- 41642 ENTERPRISE LANE. MADISON. WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS !F /!' '�,/' 4 TC DL 10.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �.~ ✓ A PROPERLY ATTACHED RIGID CEILING. �_____-OREGON *r IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON BC DL 5.0 PSF DRW CAUSR561 12352046 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS CC V glow ALPINE _ IN CONFORMANCE WITH TPP: OR FABRICATING. HANDLING. SHIPPING. INSTALLING 8 BRACING OF TRUSSES. d1++ �`1 ?1�gQ3�(�lg+� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICF CO PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFGPA)AND TPI, ALPINE +�71."�➢T��Vqg TOT.LD. 55.0 PSF S EQN- 1115 CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/X)ASTM A653 GRADE 40/60(W, K/H,55)GALV. STEEL. APPLY i �j T` PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z, ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC., A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ECCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRU55 COMPONENT E>,F 12-31-13 DUR.FAC. 1 .00 FROM MRR Sang ll(0,CA DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING 15 THE RESPONSIBILITY ',THE E BUILDING DESIGNER PER ANSI/TPI 1 SEC. z. -SPACING 24.0" _ J RE F- 1 US 1 56 1 Z 1 8 17/17/2012 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , 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.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Negative reaction(s) of -275# 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: 0.29" 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. **THIS TRUSS IS NOT SYMMETRIC ---INSTALL AS SHOWN** TRUSS IS DESIGNED ONLY FOR THE BEARING AND LOAD CONDITIONS AS SHOWN. 24" 15-3-2 _1- H- 7-0-0 H 26.406" Typ`I W=3X4 3X4= 3X6= 1 .5X3 III 4X10= 1.5X3111 3X5= 1 .5X3111 3X4= 1 .5X3111 3X10= 1 .5X3111 1 4-0 WR \10° 'dils-114411 h I 1-4-0 g° 9-0-0 4X7= 4X 0=_ 4X10= 3X4= 1 .5X3III 3X10= W=3X5= 3X6= L 5-11-0 >i< 18-4-2 ,1 J-4-12. , 2-4-8 , I_ 2-4-8 > 2-3-2 ,I_ 2-3-2 2-3-2 _1_ 2-3-2 > 2-1-8 ›-.< 2-3-8 2-2-12 I_ 2-2-12 1,:4 1-4-12 4-9-0 4-6-5 4-6-5 2-1-8 2-3-8 4-7-12 I 24-3-2 Over 3 Supports ;I R=234/-276 R=1813 W=5.5" R=885 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) PRQpF PLT TYP. Wave FT/RT=6%(O%)/4(1) 10.03. , s.r5TY:2 OR/-/1/-/-/R/- Scale =.34"/Ft. TRIS-E6 lnc 360-750-1470 "WARNING*. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING i„.... TC LL 40.0 0 PSF 3901 NE 68th St.,Vancouver WA REFER TO B=SI (BUIDING COMPONENT SAFETY INFORMATION), PUBLISHED BY TPI (TRUSS PLATE INSTITUTE, 216 / v 1 ACG 9 Rz ' � REF R561-- 41643 NORTH LEE STREET, SUITE 312, ALE%ANDRI A, VA, 22314)AND WfCA(WOOD TAU55 COUNCIL OF gMERICA, 6300 di 'S iJJ ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ^" TC DL 10.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ' ' A PROPERLY ATTACHED RIGID CEILING. . �t�,d'/ P "1 IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. In BUILDING COMPONENTS S BC DL 5.0 PSF DRW CAUSR561 12352047 GROUP OREG0�1 INC. CE WITH HOT BE RESPONSIBLE FOR ANY LING, HI FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS �"+ emir ALPINE N CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING S.BRACING OF TRUSSES. /�/5y, A�f'q it 1ga� �,� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI, ALPINE 'A,d Y a QQ CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/R)ASIA A653 GRADE 40/60 (W, H/H,55)GALV. STEEL. APPLY 677/ �v� �.Q TOT.LD. 55.0 PSF S EQN- 25262 REV PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. ANY INSPECTION OF PLATES FOLLOWED BY (,) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS DU R.FAC. 1 .OO I DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT i�/1= FROM MRR Building Components DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING 15 THE RESPONSIBILITY OF THE /�: , 12-31-13 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. SPACING 24.0" J REF- 1 US 1 5 6 1 Z 1 8 17/17/2012 — THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F08) Top chord 4x2 DF-L #1&Bet.(g) + 2x6 continuous strongback. See detail STRBRIBR0211 for bracing and Bot chord 4x2 DF-L #1&Bet.(g) bridging recommendations. Webs 4x2 DF-L Standard(g) Max JT VERT DEFL: LL: 0.22" DL: 0.32" recommended camber 3/8" Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.16" due to live load and 0.48" due Deflection meets L/360 live and L/240 total load. Creep increase factor to total load at X = 21-7-12. 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" 29`025" Typl. 21-9-4 W=3X4= { 7-0-0 3X5= 3X3= 3X10= 4X10= 3X5= 3X3= 3X10= 3X10= 3X10= 3X4= 3X8= 4X10= 4X10= 3X6= W=3X4= 12-5-2 >l 18-4-2 j 2••4 2-6-8 ,I.,2-5-12 I<2-5-12 1 2-5-12>i 2-5-12 I 2-5-12 1 2-3-2 -1_2-3-2 I<2-3-2 -I 2-3-2 E2-1-8 3 1-9-0 2-6-12 -1 2-5-4 24 2'a 2 6 8 4-11-9 4-11-9 4-6-5 4-6-5 2-1-8 1-9-0 5-2-4 I 30-9-4 Over 3 Supports >1 R=611 W=4.125" R=2038 W=5.5" R=882 W=4.125" Note: All Plates Are 1.5X3 Except As Shown. Design Crit: CUSTOM/TPI-2007(STD) ��+&VD PROP PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. ,'+' it Hi. :1 OR/-/1/-/-/R/- Scale =.25"/Ft. Trus-Wayy Im 360-750-WM ...WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. �� 4�5�`IT1 .. 3901 NE 68th St,Vancouver WA NORTH LEE STREET(BSUITEN312 PLE%AHDRIpET AIN=ORMa'IAND WICgB(WOOD %US51 COUNCIL POFTEAG oNO UTE, :3OO 6s TC( LL 40.0 PSF REF R561-- 41644 ENTERPRISE LANE. MADISON, OR A HALL FORSAFETYPRACTICES PRIOR UR PERFORMING THESE FUNCTIONS. UNLESS TC DL 10.0 PS F OTHERWISE INDICATED TOP CHORD INALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE •— s DATE 12/17/12 A PROPERLY ATTACHED RIGID CEILING. j.�� "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. 11*BUILDING COMPONENTS %C'? GON .,, BC DL 5.0 PSF DRW CAUSR561 12352048 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 4..�& .4 0 (�� ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING, INSTALLING 8 BRACING DF TRUSSES, TS,��C.7 1 A 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 '0 \ CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/R) ASTM 0653 GRADE 40/60(W, K/H,SS) GALV. STEEL. APPLY , • TOT.LD. 55.0 PSF SEQN- 1164 PLATES TO EACH FACE OF TRUSS ANO, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 16OA-Z. ANY INSPECTION OF PLATES FOLLOWED BY (i) SHALL BE PER ANNEX 03 OF TPI1-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc, DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .00 FROM MRR 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. 12/17/2012 SPACING 24.0" JREF- 1 US1561 Z18 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F09) Top chord 4x2 DF-L #1&Bet.(g) See detail STRBRII3RO211 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 # ( 164.27 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 164.27 TC 0.00 12.18 Insert TE 2x4. 2000 164.24 BC 0.00 12.18 Connectors in green lumber (g) designed using NDS/TPI reduction factors. Calculated vertical deflection is 0.00" due to live load and 0.06" due to total load at X = 9-11-15. 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. (U) Negative reaction(s) (see below) requires uplift connection. 1- 3-2-2 -I- 24 -F 7-0-0 1 26.5" Typ. • 3X3= 3X3= 3X3= 1X3 HI 3X3= 1X3 Ill 1— it II L 1 1-4-0 1-4-0 l/ ® 9-0-0 03 / //�� /3 //3/ /// / 3X3= U=409 U=174 1-4-12 1-8-10 2-1-8 2-4-0 2-3-4 2-3-4 0"12 1-4-12 1-8-10 2-1-8 2-4-0 4-7-4 41 12-2-2 Over 2 Supports '1 R=93 PLF W=11-10-0 R=234 Rw=267 U=144 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) ,�ti.?� D PR�FFS PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03. I tiiii 1 OR/-/1/-/-/R/- _ Scale =.5"/Ft. TRI$-\\la In 360-750-1470 "WARNING" TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 65 3901 NE 6841St.,Vancouver WA NORTH LEE STREET(BSUITEN312, ALEXANDRIA,TYA, 223110(AND WFCAB(WOODO TRUSS COUNCIL PXI' AMERICAUTE 6300 dp J /E TC( LL 40.0 PSF REF R561-- 41645 OTHERWISE SAFETY ENTERPRISE IRICATED TOPN, WI CHORD SHALL HAVE) RPROPERLYPATTTTICES PRIOR TO ACHED STRUCTURALEPANELSNANDNESE BOTTOMNCCHORDSSHALLNLESS HAVE ,y+ TC DL 10.0 PSF DATE 12/17/12 A PROPERLY ATTACHED RIGID CEILING. s4 -�.+�' "INPORTANT.•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS a C' ., BC DL 5.0 PSF DRW CAUSR561 12352049 GROUP. INC. SHALL NOT SO RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ��ic 71 1gaQ�� BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING. HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE j� CONNECTOR PLATES ARE MADE OF 20/16/16GA (W,H/SS/X)ASTM A653 GRADE 40/60 (W, K/H.SS)GALV, STEEL. APPLY � nF � � TOT.LD. 55.0 PSF S EQN- 1171 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 1 . ANY INSPECTION OF PLATES FOLLOWED By (1) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC... A SEAL ONNTHISTHIS ITW Building Coml)011entsGroup,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP.. . 12-31-1 DUR.FAC. 1 .00 FROM MRR Sacramento,C A 95828 DESIGN SHOWN. THE SUI TABILITV AND USE OF THIS COMPONENT FOR qNV BUILDING IS THE 0.ESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SET. 2, 12/17/2012 SPACING 24.0" JREF- 1 US1561 Z18 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F10) 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) Calculated vertical deflection is 0.18" due to live load and 0.36" due to total load at X = 5-2-14. Truss left end may be trimmed up to 1-4-0 minus the plate lap on the insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") Deflection meets L/360 live and L/240 total load. Creep increase nails 2" from end along top and bottom chords through chords and into factor for dead load is 2.00. I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" Insert TE 2x4. Truss must be installed as shown with top chord up. Connectors in green lumber (g) designed using NDS/TPI reduction factors. E3-2-2 L 24" F. 7-0-0 -I F26.5" Typ. J 3X3= 3X4= 3X3= 1.5X3III 3X6= 1X3 III 1 1-4-0 1-4-0 / _ -- 1 / _ 9-0-0 4X6= 1X3 III 1X3 III 3X6= 3X5= 1-4-12 _J 1-8-10 2-1-8 22-4-0-4-0 'I 2-3-4 _1- 2-3-4 JI I 1-4-12 I� 1-8-10 I� 2-1-8 >Ic 4_7_4 �-I { 12-2-2 Over 2 Supports ;I R=670 R=670 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) 9 PROpi. PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.0fr659 „•�?-? r S' .TY:9 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 ••WARNING..TRUSSES REWIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING.Tv-, TC LL 40.0 PSF REF R561-- 41646 ENTERPRISE LANE. MADISON, WI 63]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ♦ /� OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE y,_.__-� '� TC DL 1 0.0 PSF DATE 12/17/12 A PROPERLY ATTACHED RIGID CEILING. ”IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS OREGON BC DL 5.0 PSF DRW CAUSR561 12352050 GROUP, INC, SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ''''''''.4", ` BC or ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. yn �� 7 i�g� (�W LL O.0 PSF (A-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE �f.(� V CONNECTOR PLATES ARE MADE OF 20/18/16GA (W,H/SS/K)ASTM A653 GRADE 40/60(W, K/H,SS)GAL/. STEEL, APPLY *�w'PPM i ' - TOT.LD. 55.0 PSF SEQN- 1175 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-2. ti. .. SAF P� ANY INSPECTION OF PLATES FOLLOWED BY 0)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC,. A SEAL ON THIS Y7 /� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT .{ DUR.FAC. 1 .00 I-ROM MRR Sacramento,C A 95828 DESIGN SHOWN. THE SUI TABILITV AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE -'�p, 1?-j f-1 3 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. �" 1217/2812 SPACING 24.0" JREF- 1 US1561_Z18 I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F11) 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) Maximum panel length exceeds 30". TPI allows non-bearing partition Truss left end may be trimmed up to 1-4-0 minus the plate lap on the walls to be supported at any point when panels are 30" or less. 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 transfers a maximum horizontal load of I-Joist flanges, (may be nailed after end is trimmed). I-Joist: 13" 2000 # ( 110.29 plf ) along top chord, from either, Insert TE 2x4. direction to supports where indicated. Diaphragm and connections are to be designed by Engineer of Record. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Drag Loads: Force(#) (PLF) Mbr Start End Case 1: 2000 110.29 TC 0.00 18.13 2000 350.36 BC 0.00 5.71 Max JT VERT DEFL: LL: 0.22" DL: 0.26" recommended camber 3/8" 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. (U) Negative reaction(s) (see below) requires uplift connection. F 8-8-1 24 - _ 7-5-9 27.854" Typ. 1 3X4= 3X3 1.5X3 III 3X5= 3X3= 1 .5X3 III 4X6= 1.5X3 III 1-4-0 ] 14-0 ---',... r_ 1- , �� ,/� 1.5X3 III 1 .5X3 HI 3X8= Q 9-0-0 3X5= 3X8= 3X5 U=452 == U=179 5-6-12 %1‹ 12-6-14 ,.1 1-4-12* 2-1-7 _l 2-1-7 _ 2-11-11 2-1-8 2-5-6 2-4-10 2'a r-1-4-12 i 4-2-14 I` 2-11-11 3I` 2-1-8 _H__ 2-5-6 'I` 4-11-7 2-4-10 __.1.1 18-1-10 Over 3 Supports ,,J R=94 PLF U=19 PLF W=5-6-12 R=780 W=1.75" R=745 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) ogi PROppd PLT TYP. Wave FT/RT=6%(096)/4(1) 10.03. 41,4,61 :1 OR/-/1/-/-/R/- Scale =.4375"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.. TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. • 14659 ��' 3901 NE 68th St.,Vancouver\\(A NORTH LEE STREET, SUIREFER TO SCSI TTEN312, ALEXANDRIA,NENT VA,N22314)IAND MTCAB(WOODD BYTPI COUNCIL PLATE AMERICA, 623 TC LL 40.0 PSF REF R561-- 41647 ENTERPRISE LANE.MADISON, WI 53719)FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS -00 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 10.0 PSF DATE 12/17/12 A PROPERLY ATTACHED RIGID CEILING. - "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. IOW BUILDING COMPONENTS ['s 11��ThRC13VN �/ BC DL 5.0 PSF DRW CAUSR561 12352051 mow GNOCO, INC. CEALL WITH NOT BE RESPONSIBLE FOR ANY LIN, HN FROM THIS DESIGN;GANY BRACING OF TOSSES THE TRUSS +,1f f �" 7(.1 A BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING DF TRUSSES. Y Y DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AF&PO)AND TPI. ALPINE CONNECTOR PLATES ARE MADE OF 20/1USA. 16GA(W,H/SS/K) ASTM A663 GRADE 40/60 (W,POSITION GALV. STEEL.APPLY N. TOT.LD, 55.0 PSF S EQN- 25273 REV 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 TPI1-2062 SECA. A SEAL ON THIS lTW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE of PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT EXP. 12-31-13 DUR.FAC. 1 .00 FROM MRR Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANV BUILDING IS THE RESPONSIBILITY OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. 12/17/2012 SPACING 24.0" JREF- 1US1561 Z18 , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. (124629-LEGEND HOMES Laurel A & B Floor -- , OR - F12) 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: 0.30" DL: 0.31" recommended camber 3/8" Truss left end may be trimmed up to 1-4-0 minus the plate lap on the insert, DO NOT CUT METAL CONNECTOR PLATES. Use (2) 10d Box (0.128" x 3") Calculated vertical deflection is 0.24" due to live load and 0.55" due nails 2" from end along top and bottom chords through chords and into to total load at X = 8-6-9. 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. - 8-8-1 'I' 24"f f 7-5-9 d 20.891" Typ.1 4X4= 4X6= 1.5X3 III 3X4= 1.5X3 III 1.5X3 III 3X6= 1 .5X3 III 4X8— 1 .5X3 III 1 4-0 � NUM - 0/..;11;1. - I 1-4I-0 4 ® 9-0-0 4 4X8= 4X8= 3X4= 3X5= 4X8= 4X6=- L1-4-12I_1-4-12.y_ 1-9-10 3=IS 1-9-10 4, 1-9-10 7-4 3-i 4 1-9-10 jy 2-1-88 �I_ 1-9-10 3-7-4 1-9-10 >I< 1-9-10 3-19 81-9-10 _4 H 18-1-10 Over 2 Supports I ,..1 R=984 R=1011 W=4.125" Design Crit: CUSTOM/TPI-2007(STD) pq t. PLT TYP. Wave FT/RT=6%(0%)/4(1) 10.03.� �� ITT ...4�1TY:9 OR/-/1/-/-/R/- Scale =.4375"/Ft. Tms-Way Inc 360-750-1470 ..WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. / „,i46:9TC LL 40.0 PS F 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUIDTi Co. LEXANORAjAETYA1N22RMA'IAOND WTCA(WOODD IT COUNCIL POFTEAMERICAUTE. 6300 /4CJ 1:1110.i, REF R561-- 41648 ENTERPRISE LANE. MADISON, WI 53)19)FORSAFETYPRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS � '' TC DL 10.0 PSF DATE 12/17/12 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE LADRW CAUSR561 12352052 THITING , j4i DESC /GR6 �,, O TOT.LD. 55.0 PSF S EQN- 1205 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. 3. ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT -f ]i DUR.FAC. 1 .00 FROM MRR Sacramento,C.4 95828 DESIGN SHOWN. THE SUI TAHILITV ANO USE OF T111S COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE EXP. 2-3{-1 3 BUILDING DESIGNER PER ANSI/TPI , SEL. 2. SPACING 24.0” JREF- 1 US1561 Z18 12/17/2012 y