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Plans (55) I .. 4 s t—,-c)(L— 001-1-3 RECEIVED Lv( w ,�t r Slii71-. VI r-4r _ . AUG 2 3 2012 = . =' 31' , g CITYOFTIGARD *" /'o, BUILDINGDIVISION DIVISI®N a`J a'yo HI N 't m rr J02 ' , '� J04 _ fa IJ06 I I I MASTER COFFERED I IJ08 I CEILING • 1J10 rn I I[ w in 0 N ' T17(QTY=4) ,i 11'11"4 I� a I } io Ilil - M I F li T18(QTY=3) T16(QTY=2) STUB 3 ° 1/4" _= lI ,I T1. T13 ' j .. II T11 II T10 _ SJn i it �; ,, s o —asT_____ SJo.� II rni a SJIP - _ li v H .- .- „i, DRAG TRUSS 1800# ID 2 ._ .. - 107 " O O -9 106 w if,. 41-• a c� GE m n z0 105 T03 I T04A — 102 GE LL O co w Lt0 o =O c= 12' o 0 6'8" o® 10'6" 0 0 03 W Z Q2w w =o,co 31' _, III C1 L co C n- 2 d — = C a, V) w LEGEND HOMES c'0 - 2 PLAN BEECH A 7/12 PITCH JOB 11375555 1'-0 O/HS LOADING 42# PAGE NO: 1 OF 1 r .1 %. I. 11' m„. 9' 23' JO ® i T14 GE 1.1o^ , I i i I I I IJ T15 o _ I . � 3 - -n —I 11 D ��BE'�M I' I I I NI n U m IIII I I I I! Zr m �I�I I I I I I I I I I I I�� OD I. 1 h ti G) 03j II Ca o c Ili cO ISM ii'0 i —i I 0) I [;Srn� 08 IITy= ) I wIII oIII ( T09 III iijjdgi1i 1111111k•—r° 0 li ry iILIuiii11', III` to I� COi iI O p N 43 O7 3,6"-.----g---,...,. 36 43' y Customer:LEGEND HOMES o-n 0 V m Owner: Z Plan:BEECH A Z N 0 Salesman:Greg Martin �� = (360)750-1470 Vancouver (501 NE 62 h Street land Project:PLAN BEECH A ROOF (360)760-1493 Fax TRUS-WAY"' 14377-TRUSWAYToll Free Seryice-quality.integrity 3901 NE 68th Street "The Builders Choice" Vancouver,WA 98331 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T01) L . THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. e Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 ,.. Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered, factor for dead load is 2.00. 11 v; 10-2-1 R=40 U=13 7 • 1-6-2 V 0-4-2 -lrj i 11111111111 9-0-0 , 2X4(A1) L---1-0-0 -) E-2-0-0 Over 3 Supports ,l R=182 U=16 W=5.5" RL=40/-21 R=33 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) yy, FT/RT=8%(0%)/4(1) 10.03.03.0' QTY:6 OR/-/1/-/-/R/- 3 011 NE 68th St.,Vancouver IVA ,EFER YR SCS TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. 5HI PPI NG. INSTALLING AND BRACING, ASO V4.4 �nn Scale =1"/Ft. RORTH LE ESTI , SIT 3 2, ALEXAT SAFETY,N23 )I AN), PUB(OOD TV SSI (UNCIL POFTE 'ERI A, ' 216 ` [� VV NORTH LEE STREET, SUITE 312, ALEXANDRIA, VA, 22314)qND WI'CA(W000 TRUSS COUNCIL OF AMERICA, 6300 G TC LL 2 5.0 PSF REF R561-- 663 32 ENTERPRISE LANE.IEDpIOPN, WI HALL FOR SAFETY PRACTICESTTHPRIOR TO PERFORMING THESE FUNCTIONS. UNLESSHA1 l N�Y,pz�Zr� TC DL 7.0 PSF OTHERWISE INDICATED TOP CHORD CEI CEILING. HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �(/ �� Thr A PROPERLY ATTACHED RIGID OEILINO. Er DATE 10/21/11 `GROMPORITANHALI.FNOTIBE RESPONSIBLETHIS FOR ANVDESIGN OEVIgTION FROMINSTALLATION DESIGNTgNY FAILURE i0BUILDING BU1L0 THFPTRUSSS AO BC DL 10.0 PSF DRW CAUSR561 11294246 �r ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING A BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI, ALPINE �1 JAS BC LL 0.0 PSF CA-ENG TSB/CWC PLATESTTO EACH R ES FACEEOFATRUSS ANDE OF , /UNLESSWOTHERWISEASTM LOCATED ONRTHISDE ADESIGN. POSIITION PERGAIN. DRAWINGS APPLY 0A-2, y9/Oh/f C'•7'19a Q� TOT.LD. 42.0 PSF ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC 3. A SEAL ON THIS �L1 F� S EQN- 956363 ITP Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 'Alf NY.V�� DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. ExP.12-31-11 SPACING 24.0" JREF- 1 UGC561 225 1 l (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - 1-02) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. y Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or See DWGS A11015050109 & GBLLETIN0109 for more requirements. notched. Deflection meets L/240 live and L/180 total load. Creep increase factor Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. 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. 3X5 I 7I 7 3-4-14 fr fr 0-4-2 psi // / \ o 1 / 2 " 9-0-0 / ////////////// ///////////////� / 2X4(A1) = 3X5= 2X4(A1) Lc1 ' aJ 1 ' II- 5-3-0 ,I_ 5-3-0 J 1< 10-6-0 Over 2 Supports I R=127 PLF U=54 PLF W=5-3-0 RL=23/-23 PLF R=126 PLF U=54 PLF W=5-3-0 Note: All Plates Are 2X4 Except As Shown. • PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.03.04730 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 WARNIRG••TRUSSES REQUIRE EXTREME CORE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA RNORTHR LEESSTIREET(BSUITEN312OMALEENT SAFE YA INFOR A)ION)WTPUB(WOODD TRU SSI LS PLFTEq INSTITUTE, 6300 (.40‘1.1" FS C LL 25.0 PSF REF R561-- 66333 ENTERPRISE LANE. MADISON, WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS GIt92Or 1 C DL 7.0 PSF OTHERWISE INDICATED TOR CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE / DATE 10/21/11 R PROPERLY ATTACHED R1610 CEILING. sn A COPY OF low •GROUP,OIRNC AASHALLPNOTIBE RESPONSIBLEFOR DESIGN ANY SIGDEVIATHE INSTALLATIONFROM THIS CONTRACTOR. FAILURE BUILDING THEPONENTS BC DL 10.0 PSF DRW CAUSR561 11294247 ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING&BRACING OF TRUSSES. TRUSS BC LL DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/18/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W, K/H,SS)GALV. STEEL. APPLY e� PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1NOA-Z. C44 O`C 7,19 1 Q�' TOT.LD. 42.0 PSF ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX AS OF TPI1-2002 SEC.3. A SEAL ON THIS SEQN- 956387 11W Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT `94'. .C.' ' Sacramento,CA 95828 DESIGN SHOWN. HE SOITABILIT AND USE OF THIS COMPONEN FOR AN BUILOINC IS THE RESPONSIBILITY OF THE DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 1 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T03) L a 4 e 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live Right end vertical not exposed to wind pressure. load applied per IRC-09 section 301.5. . Creep increase factor Calculated vertical deflection is 0.07" due to live load and 0.16" due Deflection meets L/240 live and L/180 total loadto total load at X = 5-3-0. 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. 4X4= 7 pil 2X4 III I 7 ii 3-4-14 2-4-5 0-4-2 ■ ■ �_ ■ ■r 2X4 III 2X4 III t 2X4(A1) -..- 1 1 i< 5-3-0 =k- 1-9-8 I, 5-3-0 ,I, 1-9-8 J F' 7-0-8 Over 2 Supports R=382 U=31 W=5.5" R=291 U=28 RL=61/-47 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.060 17 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ""WARNING""TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH LEE STREETE., SUITED312, ALEXANDRIAE TA, 22314)IAM.MCAB(WOODD TRUSS' COUNCIL POFTEAMERICA, 6300 •% EU PRofFs. TC LL 25.D PSF REF R561-- 66334 OTHERWISE ENTERPRISEI INDICATED TOPNCHORD 53719) FOR PROPERLY AATTTACHED STRUCTURALEPANELSNANDTHESE BOTTOMDCHORDSSHALLUNLESS HAVE 44 '÷v . t92,,1 IC DL 7.0 PSF SAFETY 1N. A PROPERLY ATTACHED RIGID CEILING. DATE 10/21/11 "IMPORTANT"`FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294248 GRALPINE (ROUP, INC. SHALL WITH NOTBE RESPONSIBLEIFOPONSIBLE R ANY DEVIATION VIATIONSHIPFROOMM THIINSTDESIGN;ANYgF FAILURENGRE TRUSSES.OBUILD THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF D5 (NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE 2w�• '1�N BC LL 0.0 PSF CA-ENG TSB/CWC now STM PLATESCONNECTO EACHES FACEEOFF MADE RUSS AND.B/UNLESSWOTHERWISEALOCATED3ON'tTHIS DESIGNDE 40/60 ,POSITION PERVDRAWINGS 1160A-2. �� O`C•7,19 9 Q�v TOT.LD. 42.0 PSF S EQN- 163862 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS p4� M�{� V ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��i�nW.V•�� DUR.FAC. 1.15 Sacramento,CA 95828 DESIGN SDWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILIT OF THE FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 225 ( r (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - 704) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 15.00 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. I WV 112-0-49-0-0 0-4-1 R=139 U=44 7I 3-4-4 I/ 0-4-2 --/--- 0 0 0 Old°.I.1111111.11<lig_.-wrm ; I4 2X4(A1) ---- 1„:1-0-% Jr 5-2-0 Over 3 Supports >{ R=268 U=12 W=5.5" RL=83/-31 R=62 U=5 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(O%)/4(1) 10.03.04.06,C QTY:9 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ..REFER.WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING,00 �t�n`3) 'w'O/,`tn . 3901 NE 68d)St,Vancouver WA NORTH TO SCSI REET(BSUITENG COMPONENTSIAE VATY INFORMA)ION)D YlrCAPUBLISHED BY TRUSSTPI COUNCIL PLATE AMERICAINSTITUTE. 623 `[,GI 1. V TC LL 25.0 PSF ENTERPRISE LANE, MADISON,WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS (Ji _ REF R561-- 66335 OTHERWISE INDICATED TOP CHORD NGLL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Ortt� � TC DL 7.0 PSF DATE 10/21/11 A PROPERLY NDICATATTACKED RIGID CEILING.SHA cc **IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294249 ALPINE IN CONFORMANCE WITH TPI, DRSFOBRICATINGNSIBLE R HANDLINGANY gTION FROM SHIPPING.THIS DESIGN,INSTALLING AANY RACINCUOF TRUSSESD THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE [1 �'• BC LL 0.0 PSF CA-ENG TSB/CWC mow 7. CONNECTOR PLATES ARE MADE OF 20/18/16GA(W.N/SS/K)ASTM A653 GRADE A0/60 (W. N/H,SS)GAL V. STEEL. APPLY Q 9 PANY INSPECTION OF LATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A_2. y9i FC 7.196 Q� TOT.LD. 4 2.0 PSF S EQN- 163860 DRAWING INDICATES PLATESFOLLOWED OFBPROFESSIONALLENGINEERAINGERESPONSIBILITY OSOLELYBFOR THE TRUSSACOMPONENT ITN Building Components Group,Inc. PESr7ANM1•C�aQ DUR.FAC. 1 .15 FROM KTC DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 225 I I r , (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - TO4A) I e THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. M 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 • Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. b 't 0-4-1 11-0-4 4 R=91 U=29 „ri:01000000111111111111111111111111111111111111.1 2-4-5 b 0-4-2 MIIIIIIIJ 41 9-0-0 Immo 2X4(A1) L-1-0-0— J I 3-5-8 Over 3 Supports :{ R=229 U=14 W=5.5" R=54 RL=59/-26 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.061 .. QTY:1 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 —.mu —TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. 1 / 3901 NE 68th St.,Vancouver WA REFER TO ESTI ,BS SUITE TENG ,COMPONENTLSAFETYI , INFORMATION),AND CAPUBLISHED TV TPI (UNCIL PLATE INSTITUTE, 218 ��QAGI N .6, 0 TC LL 25.0 PSF ENTERPRISESLANE?MADISON, AL63119)IFORVA, SgFETY1PRACTroICE50PRI0ROT0 PERFORMINGTRUSS NTHESEL DF FUNCMIONSp UNLESS ,I� REF R561-- 66336 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE V 146 s,- TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILIMO. "IMPORTANT•*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITM BUILDING COMPONENTS CC BC DL 10.0 PSF DRW CAUSR561 11294250 mow GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS /�/ ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. "�0 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 9 CONNECTOR PLATES ARE MADE OF 20/ID/16CA(W,H/SS/K) ASTM ANUS GRADE 40/60 (W, 8/HISS)GALV. STEEL. APPLY en• PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A_2, 4\'....< `C�.�q6 Qv TOT.LD. 42.0 PSF SEQN- 163866 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS �A1 L1 ITW Building Components Group,Inc DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��W.G' " DUR.FAC. 1 .1 5 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 AMMMIMIIIIIMIMIIIIIMIMMIMMMIIIMMIIM (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T05) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.80 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers, See DWGS A11030050109 & GBLLETIN0109 for more requirements. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or notched. Bottom chord checked for 10.00 psf non-concurrent bottom chord live 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 3X5= 7I17 3-10-2 \ .... , 0-4-2 // 4liiliIi opy Fr \ o q z1800 2X4(A1) = 3X5 2X4(A1) L 6-0-0 J! 6-0-0 J Ez 12-0-0 Over 2 Supports >{ R=126 PLF U=45 PLF W=6-0-0 RL=24/-24 PLF R=126 PLF U=46 PLF W=6-0-0 Note: All Plates Are 2X4 Except As Shown. Design Crit: IRC2009/TPI-2007(STD) PLT TYP.yyWave FT/RT=8%(0%)/4(1) 10.03.03.04 R QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. T3 OTI NE 68th St.,VancoInc uver WA NO70 gRNTOERSTREET(UILDIN]1G*.TRUSSES 1RE EXTREME CARE IN FABRICATION. HANDLING,2UNPONENNDR AE VA NFOOMA IAN)IRTCA LISHE TRU PI II COUNCIL INSTALLING INSTITU E. 6300 ��QFDPADFF - TC LL 25.0 PSF REF R561-- 66337 ENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS JCa AS. `4` OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �� ',P.A t'�Z 1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. 'f7CVP' le " PO IMRTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294251 mow ALPINE GN CONFORMANCE WITROUP. INC. SHALL NHOT TPIRE ORSPONSIBLE FOANY FABRICATINGR HANDLING,TION SHNPFFRNOMM TINSTALLING A BRACING OF TRUSSES DESIGN; ANY FAILURE TO BUILD THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE n BC LL 0.0 PSF CA-ENG TSB/CWC CONNECPLATESTTO EACHR ES FACEEOFATRUSS ANDE OF 'R/UNLESSWOTHERWISEASTM LOCATED3ONRTHISDE 4DESIGN, POSITION PERVDRAWINGS APPLY 12. y9� °F�.7,1g$9 Q(� TOT.LD. 42.0 PSF S EQN- 956385 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V 1TW Building Components Group,Inc. DRAWINGSIINNWDNCATESTHECCEPTABILITY PROFESSIONAL THENGINEERIENTRFORONSI BUILDING LELTHE RETHE TRUSS COMPONENT sr�ANW.�'�� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.011 JREF- 1 UGC561 Z25 • / 1 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T06) 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.80 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) 1 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Deflection meets L/240 live and L/180 total load. Creep increase applied per IRC-09 section 301.5. factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X6= 7 / \ 7I % \ 3-10-2 I) 0-4 \2 I _ 5X6= 0-4-2 (0 18-0-0 b 2X4(A1) 2X4(A1) l< 1 ' f< >Ic 6-0-0 I_ 6-0-0 ,I_ 6-0-0 -J 1< 12-0-0 Over 2 Supports �I R=583 U=93 W=5.5" RL=104/-104 R=583 U=93 W=5.5" • PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.03.04 QTY:1 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. l�00 -O4I An 3901 NE 68[h St.,Vancouver WA NORTH,18-%SEET(BSUITEN312, ALEX NORIA,VAINF223314)IAND MICAB(MOOR TRUSSI COUNCIL POFTEAMERICA,TE 6300 `` fV �C LL 25.0 PSF ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �I�I /+ REF R561-- 663 38 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ke 1 4'i• TC DL 7.0 PSF DATE 10/21/11 CC A PROPERLY ATTACHED RIGID CEILING, • lin r BC DL 10.0 PSF *GROMPOR ANT�LLFNOTIBE THIS DESIGN ANY TO THE INSTALLATIONFROM THIS CONTRACTOR. ITW , ANY FAILURE BUILDTO INGLD THEPONENTS �i DRW CAUSR561 11294252 TRUSS =Er ALPINE vim IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. �r�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF&PA)AND TP1. ALPINE 'WH V * CONNECTOR PLATES ARE MADE OF 20/TB/1OAN (W,H/SS/K)ASTM A653 GRADE 00/60(W, K/H.SS)GALV. STEEL.APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A_2. y9/ �F�•�l 1g�9 Q�v TOT.LD. 42.0 PSF S EQN- 956379 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �/��BVTI .�� DUR.FAC. 1.1 5 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. -- EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 225 / f (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T07) ` • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet,(g) Negative reaction(s) of -323# MAX. (See below) Requires uplift Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) connection. horl load of Connectors in green lumber (g) designed using NDS/TPI reduction factors, Truss 1805 #r(ns fers 150.50 plfa ()ualong ltoptchord, from either, direction to supports where indicated. Diaphragm and 110 mph wind, 19.80 ft mean hgt, ASCE 7-05, CLOSED bldg, Located connections are to be designed by Engineer of Record. anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind1 BC DL=6.0 Drag Loads: 805e(#) 0.5Mbr Start End psf. Case 1: 1805 1550.500 TC 0.00 12.00 1805 BC 0.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live Member design based on both MWFRS and C&C, wind reactions based on load applied per IRC-09 section 301.5. MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= WI 17 _Alai 7 � 3-10-2 fr 0-4-2 ems memo 5�■ 0-4-2 + 18-0-0 X6 3X4(A1) ---- 3X4(A1) k 6-0-0 >Ic 6-0-0 L- 6-0-0 -J_ 6-0-0 J fE • 12-0-0 Over 2 Supports >{ R=513 Rw=755 U=323 W=5" R=588 Rw=774 U=305 W=5.5" RL=1806/-1806 Design Crit: IRC2009/TPI-2007(STD) PLT TYP, Wave FT/RT=8%(0%)/4(1) 10.03.03.0 Trus-Way Inc 360-750-1470 '•WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. (c.I.S nff QTY.1 OR/-/1/-/-/R/- ScaIe =.5"/Ft, 3901 NE 68th S[,Vancouver WA RORTH LEE STREETREFER TO BCSI (BSUITENG COMPONENT SIA, TAAFETY IN2223311OTIO) N)WTGAB(WOODD BY TRUSSI COUNCIL POFTEAINSTIT,TE 6300 N VVTC LL 25.0 PSFENTERPRISE LANE, MADISON, WI 53]19)FOR SAFETY PRACTICES PRIOR TD PERFORMING THESE FUNCTIONS. UNLESS �� REF R561-- 663 39 _ OTHERWISE INDICATED TOP CHORDCEI SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �' ; � �TC DL 7.0 PSF DATE 10/21/11 CC A PROPERLY ATTACNDICATED RIGID O . A'IMPORAN TT"FURNIBH A COPY OF THIS DESIGN TO THE INSTgLLAT1ON CONTRACTOR. ITN BUILDING COMPONENTS �0BC DL 10.0 PSF DRW CAUSR561 11294253 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. •^,. J BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC. BY AFAPA) AND TPI. ALPINE a /� n STM PLATESCONNECTOR TO EACHES FACEEOFATRUSS ANDE OF .B/UNLESSBO HERWISEALOCATED3ONNTHIS DESIGN. POSIITION GALV. STEEL. APPLY 11AOA-2. ��/ O�C.7,1989 `�v TOT.LD. 42.0 PSF SEQN- 956 394 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TP11-2002 SEC.3. A SEAL ON THIS ITW Building Components Group,Inc. DESIIGNGSHOWNCATESTHECSUITABILITY PANBFUSEIOFATHISGCOMPONENTRFUROANYBBUILOING ISLTHE RESPONSIBILI MOFNTTHE �'��W.�� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. . EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - 108) 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ' Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.80 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. 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= 7 iii4ItrlIII 3-10-2 0-4-2 I/Mmimm \ 0-4-2 4118-0-0 i 2X4(A1) = 5X6 2X4(A1) k 6-0-0 >lc 6-0-0 >1 6-0-0 6-0-0 hz 12-0-0 Over 2 Supports ,I R=513 U=73 RL=94/-87 R=588 U=95 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.03.042 Trus-Way,Inc 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. QTY:3 OR/-/1/-/-/R/- Scale =.5"/Ft. 3901 NE 68th SL,Vancouver WA NORTH LEE REFER TO BSTREET, SUICSI TEN312G CNPLEXANDRIA, VA, 223 NENT SAFETY A4)IAND W CAON), B(WOOD BYLISHED TPI COUNCIL POFTEAMERICAUTE, 2180 OD FAO/eFs TC LL 25.0 PSF REF R561-- 66340 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS \� G IIV , OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �� (`� TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR567 11294254 low GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS BC ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING. HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. ner LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE e�VrcG� STNI PLATESCONNECTTO EACHPLATES FACEARE OFF TRUSS ANDE OF ,O/UNLESSWOTHERWISEALOCATED3ONRTHIS DESDE IGN. POSITION PERVDRAWINGS 160A-Z. ��11/494,00.17 O`C.] 79$9 TOT.LD, 42.0 PSF SEQN- 956391 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SECS. A SEAL ON THIS 11W Building Components Group,Inc, DESIGN SHORNCATESTHECSUITABILITY ANDFUSEIHFATHISGCOMPONENTRFOB ANY BUILDINGOISLTREORESPONSIBILITYMOFNTHE �Sr'A�w.�� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 I I (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T09) ' , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Special loads Bot chord 1.5"x5.625" DF-L #2(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Webs 2x4 DF-L Standard(g) TC- From 66 plf at 0.00 to 66 plf at 11.85 Connectors ingreen lumber designedusing BC- From 20 plf at 0.00 to 20 plf at 2.10 (g) NDS/TPI reduction factors. BC- From 10 plf at 2.10 to 10 plf at 7.94 BC- 512.68 lb Conc. Load at 2.10, 4.10, 6.10 110 mph wind, 21.80 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Wind reactions based on MWFRS pressures. factor for dead load is 2.00. Unbalanced snow loads have not been considered. 0-4-1 Shim all supports to solid bearing. Y �( 74-11-9 r R=125 U=54 7 0/000(4000/000001110 _1 72-7-10 4X61-' 7-3-1 R=228 U=98 W=3.25" • 0-4-2 ' 11111111111111111111611111111111\16 .,:1111.111111111111111111111111111111.111111 i 3X5 III 4X4 R=1004 U=160 18-0-0 3X5(A1) L 7-11-4 1"10 4-1-2 c 3-10-2 4-1-2 3-8-5 1 '3 I 11-10-3 Over 4 Supports >1 R=1066 U=185 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.03.042.7 FR• QTY:1 OR/-/1/-/-/R/- Scale =.375"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING. INSTALLING AND BRACING. n 3901 NE 68th St.,Vancouver WA NORTH LEEBSTREET(BSUITEN312, ALEXANDRIA, VA, 2233114)IAND WTCAB(WOODD TRUSS"COUNCIL P FTEAMERICAIITE. 6300 l� V TC LL 25.0 PSF ENTERPRISE LANE. MADISON, WI 53718) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��`," G1 NF_ REF 8561-- 66341 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE kr v/14, h A � TC DL 7.0 PSF DATE 10/21/11 di A PROPERLY ATTACHED RIGID CEILING. CC "IMPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294255 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS /�/ mw ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. GON BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE CONNECTOR TO EACHEI ARE MADE OF 20D16/16LA(W,14/55/K)AGOG TE53 GRADEI 40/60DI (W, OSITIO)GALV. AWING. 1APPLY60A - �/ oZ.0 ? t(1 9 n� TOT.LD. 42.0 PSF S EQN- 956441 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS t60A-Z. n� ` `v ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC 3. A SEAL ON THIS d W ITW Building Components Group,Inc. DESIIGN SHORN.ATESTHECSUITABILITY1P -20FUSEIHFATRIG COMPONENTRFUR ANY BUI DING ISLTHE RESPONSIBILITYMOFNTHE S�i'•�It �� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-1i SPACING 24.0" JREF- 1 UGC561 Z25 t L (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - 710) 4 L THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. , Topchord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.( ) 2 COMPLETE TRUSSES REQUIRED I z Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails • Connectors in green lumber (g) designed using NDS/TPI reduction factors. Top Chord: 1 Row Lm 6.25" o.c. Bot Chord: 1 Row 012.00" o.c. Webs : 1 Row VI 4" o.c. . Creep increase factor Use equal spacing between rows and stagger nails Deflection meets L/240 live and L/180 total load for dead load is 2.00. in each row to avoid splitting. 110 mph wind, 20.36 ft mean hgt, ASCE 7-OS, CLOSED bldg, Located Building designer is responsible for conventional framing. anywhere in roof, CAT I1, EXP B, wind TC DL=4.2 psf, wind BC DL=6,0 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. SPECIAL LOADS Member design based on both MWFRS and C&C, wind reactions based on (LUMBER DUR.FAC.=1,15 / PLATE DUR.FAC.=1.15) MWFRS. TC - From 66 PLF at -1.00 to 66 PLF at 7.91 Calculated vertical deflection is 0.08" due to live load and 0.22" due TC - From 126 PLF at 7.91 to 192 PLF at 11.91 TC - From 145 PLF at 11.91 to 145 PLF at 12.09 to total load at X = 12-0-0. TC - From 192 PLF at 12.09 to 126 PLF at 16.09 Extend sloping top chord of truss and jacks to hip rafter. Support TC - From 66 PLF at 16.09 to 66 PLF at 25.00 BC - From 48 PLF at 0.00 to 48 PLF at 12.00 extensions every 4.00 ft to flat TC. Spacing of supports originates from BC - From 20 PLF at 12.00 to 20 PLF at 24.00 #1 hip. Attach 2x4 lateral bracing to flat TC a 24" OC with 2-16d Box or Gun hip and diagonally brace per DWG. BRCALHIP0109. IC - 656 LB Conc. Load at 7.91, 16.09 Support hp rafter with cripples at 5-7-14 OC. 8C - 1004 LB Conc. Load at 12.00 8X8 i 8X8'9 5X6= 7 4-11-8 0-4-2 0-4-2 2X4111 5X8= +18-0-o 4X6(A2) = 2X4 III 4X6(A2) 11 ,E 7-10-15 4-1-1 4-3-12 7-8-4 7-6-8 4-5-8 4-3-12 + 7-8-4 'I L- 7-10-15 _I, 8-4-13 -I, 7-8-4 J I- 24-0-0 Over 2 Supports _J R=2892 U=481 W=5,5" '1 RL=130/-130 R=2721 U=390 W=5,5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.03.04 QTY:1 OR/-/1/-/-/R/- Scale =,3125"/Ft. _ Trus-Way,Inc 360-750-1470 ...WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. OD OFF 3901 NE 68th St.,Vancouver WA NORTH TLEEBSTREET. SUITTEN312, ALEXANDRIAVA , .N2233(4)IAND WTCNB(WTRUSS OODD 'COUNCLIPOFTEAMERICAUTE, 6300 �.�G1 N ss TC LL 25.0 PSF REF R561-- 66342 ENTERPRISE LANE, MADISON. WI p 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 �w ' lea Kt 9 ''1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED 0.101D CEILING. ••IMPORTANT•-•FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS - BC DL 10.0 PSF DRW CAUSR561 11294256 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS t BC ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. 17�� LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE C, V CONNECTOR PLATES ARE MADE OF 20/16/16GA(W,H/SS/K)ASTM A653 GRADE 40/60 (W, 0/H,SS)GALV, STEEL. APPLY • •• • V • PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. y'9i Q`4 TOT.LD. 4 2.0 PSF S EQN- 956455 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL OE PER ANNEX Al OF TPI t-2002 SEC.3. A SEAL ON THIS �I yL 1TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��/�••Xt. �� 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, EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T11) ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. ^ Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.94 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, In lieu of structural panels use purlins to brace all flat TC @ 24" Ce=1.00, CAT II & Pf=19.25 psf. OC. 8X8 11111 \8X80 5X6 6-1-8 � 7 0-4-2 ___L0-4-2 2X4 III 5X8= \ 8-0-0 4X6(A2) = 2X4111 4X6(A2) IF 7-6-8 >Ic 4-5-8 >Ic 4-3-12 + 7-8-4 L 9-10-15 ....,j_ 6-4-13 �I ,L 7-8-4 J I- 24-0-0 Over 2 Supports >I R=1121 U=191 W=5.5" RL=157/-157 R=1115 U=191 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=80%0%)/4(1) 10.03.03.04?c • QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-W ay,In� 360-750-1470 ...WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING, INSTALLING AND BRACING. 41‘ Q41)PROfF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET(BSUITTEN312, OLEXANORIAE VA, 22314)IAND RICAB(IWOODD TRUSS'COUNCIL POFTEAMERRICAAUTE, 6300 `�4 S TC LL 25.0 PSF REF R561-- 66343 ENTERPRISE LANE, MADISON, WI 53]19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS AGI N OTHERWISERL INDICATED TOP CHORD SHALL HAVE PROPERLY ESTRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE �(v h t9 . TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. ",111�/VV' "IMPORTANT''FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITN BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294257 — GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE vimIN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING, INSTALLING 6 BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE PLATESCONNECTTTO EACHPLATES FACEARE OFF MADE TRUSS AND,B/UNLESSWOTHERWISEASTM LOCATED3ON''THIS DESIGNDE 40/60 .POSIITION PERVDRAWINGS 160A-2. ny90 • °Fc.7,19�lel TOT.LD. 4Z.0 PSF SEAN- 956460 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1-2002 SECT. A SEAL ON THIS ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENTT/ANW. DUR.FAC. 1 .15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T12) F THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Special loads Webs 2x4 DF-L #l&Bet.(g) (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) TC- From 66 plf at -1.00 to 66 plf at 12.00 Connectors in green lumber designedusing TC- From 66 plf at 12.00 to 66 plf at 25.00 (g) NDS/TPI reduction factors. BC- From 20 plf at 0.00 to 20 plf at 24.00 TC- 118.17 lb Conc. Load at 12.00 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bottom chord checked for 10.00 psf non-concurrent bottom chord live anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Wind reactions based on MWFRS pressures. factor for dead load is 2.00. 4X6-=-- 01 X6=/1 1( 2X4\/�� 2X4 io 7 (— 0 7-4-2 1 7 0-4-2 0-4-2 YL1 1 ilr 4X4(A2) = 3X4= 3X5= 3X4= 18-0-0 4X4(A2) 6-2-15 �1 J_ 5-9-1 -8 5-9-1 _I_ 6-2-15 8-1-15 I 7-8-_1 i 8-1-15 I-- 12-0-0 ,I, 12-0-0 J 24-0-0 Over 2 Supports ,J R=1160 U=252 W=5.5" 'I R=1160 U=252 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) Trus-Way, FT/RT=8%(0%)/4(1) 10.03.03.0421 11 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. _ 3 01 NE 68th St.,Vancouver WA REFER RI TONE O SCSI (BUILDING 312,1MPONENT ALEXANDRIA,SAFVA, FO MIA)AND RTPUBLISHD TRUSS PI COUNCILICATION. HANDLING, I( INSTALLING EA INSTITU E. 218 �AND BRACING. QFO PROFF TC LL 25.0 PSF REF R561-- 66344 ENTERPRISE LANE. MADISON. WI 53119)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS 400 . aGl N OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE Q4 (`` F TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. '619 •*IMPORTANT•.FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITV/BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294258 imgEr GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING&BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AF&PA)AND TPI. ALPINE /� P GON /� PLATESCONNECTTO EACHPLATES FACE ARE OFFBTRUSS ANDE OF 'B/UNLESSWOTHERWISEASTIR LOCATED3ONBTHIS I DESIGN. POSITION PERGAM DRAWINGS 160A-2, n�71,t OfC,E,19 9 CIV~ TOT.LD. 42.0 PSF SEQN- 956464 ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX Al OF TPII-2002 SEC.3. A SEAL ON THIS 7 / /� [TW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �AN cV' DUR.FAC. 1.15 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEFROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS e (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T13) & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED I t z Bot chord 2x8 DF-L SS Webs 2x4 DF-L Standard(g) :W5 2x4 DF-L #1&Bet.(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 @ 3.00" 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- Lum D66u plfa at -1.00 tol 66 r.plF c.at 1.15)24.00 4" o.c. spacing of nails perpendicular and parallel to grain required in area over bearings greater than 4" BC- From 20 plf at 0.00 to 20 plf at 8.07 BC- From 10 plf at 8.07 to 10 plf at 24.00 110 mph wind, 21.55 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 2716.48 lb Conc. Load at 8.07 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 BC- 977.00 lb Conc. Load at 9.94,12.19,12.94,15.00 psf. 17.00,19.00,20.88,23.00 Calculated vertical deflection is 0.16" due to live load and 0.36" due Wind reactions based on MWFRS pressures. to total load at X = 15-11-13. Deflection meets L/240 live and L/180 total load. Creep increase 7X6= factor for dead load is 2.00. 4X7 4X7- 3X6 ' ' At, 3X6 7 r-- 7 7-4-2 40 0-4-2 �- 0-4-2- T /" ` T 18-0-0 C'J 3X10 III 6X10= 12X14= 6X10= 3X10 III 4X12(A7R) E-- 4X12(A8R) L1'5J k 4-3-15 Too 3-10-1 + 3-10-1 >I< 3-10-1 >I., 3-10-1 >IT 4-3-15 >I I. 12-0-0 ,I, 12-0-0 -I I 24-0-0 Over 2 Supports ;{ R=5368 U=1042 W=5.5" R=7141 U=1386 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.04.060 1- QTY:1 OR/-/1/-/-/R/- Scale =.275"/Ft. Trus-Way,Inc 360-750-1470 "WARNING.*TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING. INSTALLING AND BRACING. \��•D PHOPee TC LL 25.0 PSF 3901 NE 68tH St.,Vancouver WA NORTH LEE STREET. SUIREFER TO SCSI TEN312, AG LEXANDRIA, VA, 223NENT SAFETY 14)IAND WTCAB(WOOD TRUSSLISHED BY I COUNCIL POFTEAMERICA. 6218 300 ` l` V REF R561-- 66345 ENTERPRISE LANE, MADISON. WI 53)19)FOR SAFETY PRACTICES PRIOR TO PERFORMING.THESE FUNCTIONS. UNLESS Gi<;\ ��'�GI N TC DL 7.0 PSF DATE 10/21/11 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 0 v ,�ct'9 t A PROPERLY ATTACHED RIGID CEILING. NV �� BC DL 10.0 PSF DRW CAUSR561 11294259 .•iNPORTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS mw ALPINE vimIN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. .,1 ON BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS(NATIONAL DESIGN SPEC, BY AF6PA)AND TPI. ALPINE f- PLATESCONNECTOR TO EACHES FACEEOFF TRUSS AND.E OF .B/UNLESSW.H/SS/K)OTHERWISEASTM LOCATED3ONRTHISDE ADESIGN, POSITION PERVDRAWINGS APPLY--Z. �y9471,°Fc.7,19$9 AV�v TOT.LD. 42.0 PSF SEQN- 94585 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. DESIIGNGSOWNCATESTUECSUITABILITYTPHISFUSEIOFATHISS COMPONENTRFUR ANYBBUILDING ISLTUE RESPONSIBILITYMOFN HE '�� DUR.FAC. 1 .15 FROM MB Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. EXP.12-31-11 SPACING 24.0" JREF- 1UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T14) • , THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.41 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Truss spaced at 24.0" OC designed to support 1-4-0 top chord outlookers. Cladding load shall not exceed 3.00 PSF. Top chord must not be cut or See DWGS A11030050109 & GBLLETIN0109 for more requirements. notched. 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. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X6= /% 1 1 7 7-0-10 0-4-2 Mil N ■ N ■ 0-4-2 ////////////////////// / ////////// // ///////////////////////////////// / - _i_ 1800 3X5(A1) = 5X6= 3X5(A1) L.1 '0J L— 11-6-0 11-6-0 f 23-0-0 Over 2 Supports ,I R=132 PLF U=19 PLF W=11-6-0 R=120 PLF U=31 PLF W=11-6-0 RL=22/-22 PLF Note: All Plates Are 2X4 Except As Shown. PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.06QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. TNs-Way,Inc 360-750-1470 "WARNING.*TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. Kitt)3901 NE 68th St.,Vancouver WA NORTH LEEREFER TO BSTREET. SUITE CSI 312. ALEXANDRIA,COMPONENT VA,N22314)IAAND WTCAN), B(WOODD TRUSSBY I COUNCIL POFTEAMERICA, 6218 300O�� TC LL 25.Q PSFENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS aG1 N- ', REF R561-- 66346 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND 80,051 CHORD SHALL HAVE , mk.A TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. -1,` — *•IMPORTANT FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294260 now GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ALPINE _ IN CONFORMANCE WITH TPI;OR FABRICATING, HANDLING. SHIPPING. INSTALLING E BRACING OF TRUSSES. nnu' BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFNPA)AND TPI. ALPINECONNEC �/� e� u�, t v STM PLATESTTO ECHR ES FACEEOFF TRUSS ANDE OF 18/UNLESSWOTHERWISEALOCATED3ONRTHIS DESIGNDE 40/60 ,POSITION PER,SS) VDRAWINGS 160A-Z. y9 QfC,J1 1ga9 v� TOT.LD. 42.0 PSF S EQN- 94509 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX Al OF TPI1-2002 SEC.3. A SEAL ON THIS W \n ITW Building Components Group,Inc. DESWGNGSINDICATESTHACCEPTANCE OF PANDFESSIONL ENGINEERIENTRFORANYBILILDING LELTHE RESPONTRUSS COMPONENT /��4N G�� DUR.FAC. 1 .15 FROM MB Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T15) • I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.41 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.(g) Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X6 2X4\0 2X4/// \ ' • 7 1 7-0-10 7 0-4-2 0-4-2 T il : lil ma Ilk 3X5(A1) = 3X4= 3X5= 3X4= • 18-0-0 3X5(A1) 1E1 '›•1 5-11-15 L1 I>i 5-6-1 5-6-1 7-9-15 7-4-1 7-9-155-11-15 11-6-0 11-6-0 23-0-0 Over 2 Supports >I R=1058 U=188 W=5.5" RL=180/-180 R=1058 U=188 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.060 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. _ Trus-Way,Inc 360-750-1470 NARKING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. tt Z 3901 NE 68th St.,Vancouver WA NORTH LEE REFER TO CSI (BUILDING BUI DING1COMPONENTDSIFNT E VATY , 2231D4) W PUBLISHED BY TRUSSI COUNCIL PLATE gINS INSTITUTE, 6300 ``��O�Or� TC LL 25.0 PSF ENTERPRISE LANE, MADISON, WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �� aG t N- REF R561-- 66347 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. • �(/ s t� 1 CC "IMPORTANT••FORNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS 4111,01.' BC DL 10.0 PSF DRW CAUSRS61 11294261 Emir GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. ry� 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�.pl GONSTM CONNECR EACHES FACEEOFBDE OF TRUSS AND'B/UNLESSWOTHERWISEALOCATED3ONBTHIS DESIGNDE 40/60 ,POSIITION PER.SS) VDRAWINGS 160A-Z, el .../ O`C,71 14 9 11V� TOT.LD. 42.0 PSF S EQN- 94504 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS y� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 10h •711 YY,C�� DUR.FAC. 1 .15 Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THEFROM MB BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T16) ( THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.41 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet.( ) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Webs 2x4 DF-L Standard(g) Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Calculated vertical deflection is 0.08" due to live load and 0.20" due to total load at X = 16-2-3. Deflection meets L/240 live and L/180 total load. Creep increase factor Truss designed for unbalanced snow load based on Pg=25.00 psf, for dead load is 2.00. Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 5X6= i 3X4< 3X4 *i 7 I— 7-0-10 17 3X4 0-4-2 0-7-8 $ —I— 3X4= 3.83 C�� 18-0-0 3X5 Al _ 4X4= 5X6= ( ) — 5X6= 3X6(F1) 1 2X4 III 1-0-0� 5-11-15 5-6-1 4-6-7 4-4-5 2-7-4 5-11-15 5-6-9 ._ 2' 5 4-3-0 4-6-1 2-5-8 • 11-6-0 `�` 11-6-0 11-6-8 '1` 9-0-0 -T" 2-5-8 23-0-0 Over 2 Supports > R=1058 U=188 W=5.5" RL=183/-183 R=1060 U=190 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(O%D)/4(1) 10.03.04.06, QTY:2 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-Way,Inc 360-750-1470 •'WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. C 3901 NE 60tH St.,Vancouver WA NORTH LEE STREET, SUIREFER TO BCSI TE 312, ALEXANDRIA. VANENT SAFETY .N22233114)IAND WTCAON). B(WOOD D BYTPI COUNCIL POFTEAMERICA, 6300 �`QGQ PROFFsS' TC LL 25.0 PSF REF R561-- 66348 ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS `/`�ol��, '� OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE TN V 146 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. . MC ••IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294262 mor GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN:ANY FAILURE TO BUILD THE TRUSS ALPINE _ IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING. SHIPPING, INSTALLING A BRACING OF TRUSSES. �� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE o� t�F $q v CONNECTOR PLATES ARE MADE OF 20/lB/16GA(W,H/SS/K) ASTM A653 GRADE 00/60(W. K/H.SS)GALV. STEEL. APPLY iM1 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. \\s..,.0., /31, C•�1 19 Ct TOT.LD. 42.0 PSF S EQN- 94545 ANY INSPECTION OF PLATES FOLLOWED BY(t) 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 COMr::7-I': ONENT �qN w.�� OUR.FAC. 1 .15 FROM MB Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILI V AND USE DF THIS COMPONENT FOR ANY BUILDING IS TME RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T17) • I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS ( DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.41 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Calculated vertical deflection is 0.08" due to live load and 0.20" due to total load at X = 16-2-3. 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, Deflection meets L/240 live and L/180 total load. Creep increase Ce=1.00, CAT II & Pf=19.25 psf. factor for dead load is 2.00. 5X6= 3X43X4 4 7441144114111114%%sik. ---I 7-0-10 7 3X45 0-6-0 El= 0-4-2 I 0-7-8 4X4(61) = 4X4==- __ 3X4= 3.83 18-0-0 5X6= 5X6= 2X4 III 3X6(F1) [2,:o_oi Fc 5-8-11 5-8-11 + 5-6-1 4-4-5 2-7-4 5-6-9 2"is 4-3-0 + 4-6-1 2-5-8 11-2-12 11-6-0 11-3-4 9-0-0 2-5-8 c 22-8-12 Over 2 Supports > R=976 U=164 RL=171/-166 • R=1052 U=190 W=5.5" Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0°/0)/4(1) 10.03.04.06, QTY:4 OR/-/1/-/-/R/- Scale =.34"/Ft. Trus-Way,Inc 360-750-1470 ••WARNING••TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SHIPPING, INSTALLING AND BRACING. Qt D OFF 3901 NE 68th St.,Vancouver WA NORTH LEE STREET, SUITE 312 ALEXANDRIA.TA. 22314)IAND WTCPB(ROOD TRUSS COUNCIL PLATE AMERICA. 6300 ��'' (f_ENTERP ,- TC LL 25.0 PSF REF R561-- 66349 OTHERWISE INDICATED TOR E. NCHORD SHALL BHAVE) RPROPERLY SAFETY PATTTACHED STRUCTURALCTICES PRIOR TO S PANELS NANDHBOTTOM ESE NCTHORDSSHALL NHAVE �LESS 1(I 47 •S�t 92 1 .1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. O ••IMPORTANT•'FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. I.BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294263 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN;ANY FAILURE TO BUILD THE TRUSS 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 AFAPA)AND TPS. ALPINE ! E OF PLATESCONNECTTO EACHPLATES FACEARE OFF TRUSS AND,B/UNLESSWOTHERWISEASTM LOCATED ONRTHISDE ADESIIGN. POSITION PERYDRAWINGS 160A-Z. �� O`C'7•19 9 Q�v TOT.LD. 42.0 PSF SEQN- 94555 ANY INSPECTION OF PLATES FOLLOWED BY(I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS Y y� ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT ��'r'IOWAD�� DUR.FAC. 1 .15 FROM MB 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 I SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T18) 4 A THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.41 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Bot chord 2x4 DF-L #1&Bet,(g) Webs 2x4 DF-L Standard(g) anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load applied per IRC-09 section 301.5. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. 4X6= loper -1 7 2X4 2X4 ii/ 1S\h •• 7-0-10 0-6-0 li II 0-4-2 Ill Y 4 4X4(61) = 3X4= 3X5= 3X4= 18-0-0 3X5(A1) 5-8-11 _L 5-6-1 1- i7-6-11 -I- 7_4_1 5- 6-1 1 I` _I_ 5-11-15 7-9-15 1– 11-2-12 .j_ 11-6-0 J Ez 22-8-12 Over 2 Supports J R=976 U=164 �l RL=167/-162 R=1049 U=187 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) yy, FT/RT=8%(0%)/4(1) 10.03.04.0.0 QTY:3 OR/-/1/-/-/R/- Scale =,34"/Ft. _ 3 01( Inc Vancouver WA .RWARN0RecdTRO(BU LDINGREQUIRE COMPONENF SAFETYN INFORMATION), PUBLISHED BY SHIPPING, II RUSSINSTALLING PLATE INSTITUTE, 2184SSD P Otte NORTH LEE STREET. SUITE 312, ALEXANDRIA, VA, 22310)AND WTCA(WOOD TRUSS COUNCIL OF AMERICA, 6300 .2 1 N V C LL 25.0 PSF REF R561-- 66350 ENTERPRISE LANE, MADISON. WI 53)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS �O ��, OTHERWISE INDICATED TOP CHORDEI SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE i46 F' C DL 7.0 PSF DATE 10/21/11 A PROPERLY NDICATED RIGID O . "IMPORTNRT.*FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR5tJ1 11294264 mmy GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS �� ALPINE IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. .I;I.,• ` :C LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA)AND TPI, ALPINE nA A- Al V STM PLATESCONNECTTO EACHR ES FACEEOFADE OF TRUSS AND18/UNLESSWOTHERWISEALOCATED3ONIITHIS DESIGN. POSITION PERVDRAWINGS 160A-Z. "I�I O`C 'I 19�9 A`�v TOT.LD. 4 2.0 PSF S EQN- 94 5 1 5 ORAWINGANY PINDICATES PLATES ACCEPTANCEDOF PROFESSIONALSHALL ENGINEERINGEX A3 OF RES ONSIBII LITV OSOLELY FOR THE TRUSSSEAL COMPOENT ITW Building Cmomoonents Group,[R C. DESIGN SHOWN. HE SUITABILITY AND USE OF THIS COMPONEN FOR ANV BUILDING IS THE RESPONSIBILI Y OF THE �,�� DUR.FAC. 1 .15 FROM MB Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • (113755—LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR — T19) 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. a Top chord 2x4 DF-L #1&Bet.(g) :T2 1.5"x5.625" DF-L SS(g): 110 mph wind, 20.94 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. Member design based on both MWFRS and C&C, wind reactions based on MWFRS. (a) 1x4 #3 HEM-FIR or better continuous lateral bracing to be equally Right end vertical not exposed to wind pressure. spaced. Attach with (2) 8d Box or Gun nails (0.113"x2.5",min.). Bracing material to be supplied and attached at both ends to a suitable support Bottom chord checked for 10.00 psf non-concurrent bottom chord live by erection contractor. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, Ce=1.00, CAT II & Pf=19.25 psf. In lieu of structural panels use purlins to brace all flat TC @ 24" OC. 3X6 3X4= 5X6= I T2 • I I 1 7 r-- (a) 6-1-8 4-7-10 0-4-2 T r IT1 3X6(61) ----- 3X4= 3X5= 4X7= 3X5 III 18-0-0 r r L1 ' J 7-4-11 7-4-11 >Fc 7-8-15 ` 7-7-3 7-8-15 'I 7-7-3 'I L— 9-10-15 ,I_ 12-9-13 J I : 22-8-12 Over 2 Supports ;J R=911 U=164 W=5.5" RL=190/-50 R=842 U=194 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04,06, • QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft, Trus-Way Inc 360-750-1470 ••WARMING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING. SHIPPING. INSTALLING AND BRACING. �A 3901 NE 68th St.,Vancouver WA NORTH LEE STREET(BSUITTEN312, ALEXANDRIA!VAIN22314)IAND WTCAB(IWOODD TRUSS' COUNCIL POFTEAMERICAUTE, 6300 4g `{A n^ TC LL 25.0 PSF ENTERPRISE LANE, MADISON, WI 5]719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS • del NFA•`TI REF R561-- 66351 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BRITON CHORD SHALL NAVE 146 1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. CC "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294265 nor GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS 1122WP BC LL 0.0 PS F CA-ENG TSB/CWC ALPINE moms IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING b BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS (NATIONAL DESIGN SPEC, BY AFAPA) AND TPI. ALPINE 0/� /. 9 v A PLATESCONNECTTO EACHR ES FACEEOFF TE OF TRUSS AND./UNLESSWOTHERWISEASTM LOCATED ONPTHIS DESIGN, POSITION GALV. STEEL. 160A-Z. 7A'�.'44,1110‘. �C'J,`9$PQ�� TOT.LD, 42.0 PSF ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX Al OF TPI1_2002 SEC.3. A SEAL ON THIS 7V /� F ROM- 94492 ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONEN AN W.C� DUR.FAC. 1 .15 FROM MB Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILI OF THE BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12=31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • • (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T20) • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) :12 1.5"x5.625" DF-L SS(g): Bot chord 2x4 DF-L #1&Bet.(g) 2 COMPLETE TRUSSES REQUIRED 1 t t Webs 2x4 DF-L Standard(g) Nail Schedule:0.131"x3" nails Connectors in green lumber designedusing Top Chord: 1 Row @ 7.50" o.c. (g) NDS/TPI reduction factors. Bot Chord: 1 Row @12.00" o.c. Webs : 1 Row @ 4" o.c. 110 mph wind, 20.36 ft mean hgt, ASCE 7-05, CLOSED bldg, Located Use equal spacing between rows and stagger nails anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. in each row to avoid splitting. Member design based on both MWFRS and C&C, wind reactions based on Deflection meets L/240 live and L/180 total load. Creep increase factor MWFRS. for dead load is 2.00. Right end vertical not exposed to wind pressure. Truss designed for unbalanced snow load based on Pg=25.00 psf, Ct=1.10, #1 hip supports 7-10-15 jacks with no webs. Corner sets are Ce=1.00, CAT II & Pf=19.25 psf. conventionally framed. Building designer is responsible for conventional framing. Extend sloping top chord of truss and jacks to hip rafter. Support In lieu of structural panels use purlins to brace all flat TC @ 24" OC. extensions every 4.00 ft to flat TC. Spacing of supports originates from #1 hip. Attach 2x4 lateral bracing to flat TC @ 24" OC with 2-16d Box or Gun nails(0.135"x3.5",min,) and diagonally brace per DWG. 3X6. BRCALHIP0109. Support hip rafter with cripples at 5-7-14 OC. 3X4= 5X6= T2 IIIA •••••••••00••••••••••••••••••, 11 4 4-11-8 -7-10 0-4-2II CI III 18-0-0 / 3X6(B1) ---7--- 3X4= 3X5= 4X7= 3X5 III L51 ' J 7-4-11 7-10-15 'I_-1- 7-8-15 27- 0 >I‹ 7-7-3 7-7-3 'I L 7-10-15 -I_ 14-9-13 J I- 22-8-12 Over 2 Supports ,J R=2340 U=413 W=5.5" RL=151/-43 R=2716 U=479 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.060 QTY:1 OR/-/1/-/-/R/- Scale =.3125"/Ft. Trus-WaX GIC 360-750-1470 *.WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 3901 NE 68th Si,. Vancouver WA NORTH LEE STREET, SUIREFER TO BCSI TE 312, ALEXANDRIA, VANENT SAFETY , 22314) WTCAB(WOOD TRUSSLISHED BY I COUNCIL POFTEAMERICA, 6218 300 `��D 0�� T LL 25.0 PS F ENTERPRISE LANE. MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS, UNLESS � , REF R561-- 66352 OTHERWISE INDICATEDATTAChTOP CHORD SHALCEILING. HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 148 R,R-te•4)r 1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. �l- cc ^^INPORTANT`"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294266 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANT DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS gimpr ALPINE in. IN CONFORMANCE WITH TPI: OR FABRICATING, HANDLING, SHIPPING. INSTALLING&BRACING OF TRUSSES BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY GFAPA) AND TPI. ALPINECONNECSS W GON /y STM A653 PLATES TTO EACH R EFACE S EOFATRUSS ANDE OF 18/UNLESSA WOTHERWISE ALOCATED ONRTHIS DESDE IGN,POSITION PER VDRAWINGS 1160A-Z. �* QFC,7,19$9 nV� TOT.LD. 42.0 PSF S EQN- 94496 ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS / /� A ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIOILITV SOLELY FOR THE TRUSS COMPONENT Sr�gAl ,y�"� DUR.FAC. 1.15 Sacramento,CA 95828 DESIGN SHOWN. HE SUITABILI V AND USE OF THIS COMPONEN FOR AN BUILDING IS THE RESPONSIBILI OF THEFROM MB BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - T21) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. a Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 21.53 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Bottom chord checked for 10.00 psf. non-concurrent bottom chord live load Member design based on both MWFRS and C&C, wind reactions based on MWFRS. applied per IRC-09 section 301.5. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. Deflection meets L/240 live and L/180 total load. Creep • increase factor for dead load is 2.00. 0-4-1 +25-0-3 R=128 U=61 (0 22-7-10 • 7-3-11 7 I— R=363 U=167 W=3.25" 0-4-2 A_ molsimimmommiumminimm .. 18-0-0 R=147 3X4(A1) 11:0_01< 0-1-10 7-11-4 E 11-11-4 Over 4 Supports R=424 W=5.5" RL=230/-57 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.060 QTY:6 OR/-/1/-/-/R/_ Trus-Way,Inc 360-750-1470 '..WARNING•'TRUSSES REQUIRE EXTREME CARE IN FABRICATION. HANDLING, SNIPPING, INSTALLING AND BRACING. Scale =.34"/Ft. 3901 NE 68th St.,Vancouver WA NOOn)TLEE STREET(BSUITEN312, ALOE%ANDRIAE TA'N223014)'ANO WICAB(WOODD TRUSS' COUNCIL POFrEAMERICA,TE 6300 eND FR ��/�J�� ENTERPRISE LANE, MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS AT? .,0 N OFFS` TC LL 25.0 PSF REF R561-- 663 53 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS ANDBOTTOMCHORD SHALL HAVE �(�� (`�1.; t Ct� l}/J `q PROPERLY ATTACKED RIGID CEILING. y TC DL 7.0 PSF DATE 10/21/11 Nor GROUP, I ANC SHALL LLF T'RE A COPY OF RESPONSIBLENIS FOR RNVGN TO DEVIATTON FROME ATHIS'ON DESIGN?BACTOR. ITIV ANY FAILURE TO'BUILD THEPTRUSSS BC DL 10.0 PSF DRW CAUSR561 11294267 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 AFNPA)AND TPI. ALPINE iglir BC LL 0.0 PSF CA-ENG TSB/CWC STM CONNECTOR EACH ES FACEEMAOFF TRUSS ANDE OF ,B /UNLESSWOTHERWISEALOCATED3ONBTHIS DESIGN, POSITION PERYDE 40/60 (W, K/H.SS) GAL . STEEL. APPLY cy 04. e9 DRAWINGS 1100*_C. 9/ O.7,1S nV TOT.LD.LD. 42.0 PSF SEQN- 94459 `y I1'W Building Components Group,Inc. ANY INSPECTION OF PLATES FOLLOWED BY(i)SHALL BE PER ANNEX A3 OF TPI1_2O02 SEC.3. A SEAL ON THIS DESTGN SHOWNCATESTHECSUITABILITY ANDFUSE'OFATHI SS COMPONIE�NTBToo ANY BUILDING ISLTOEORESPONS IBILITYY OFNTHE Sacramento,CA 95828 Oh. r0 C`�pQ DUR.FAC. 1 .15 FROM MB BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - J02) THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) Special loads (Lumber Dur.Fac.=1.15 / Plate Dur.Fac.=1.15) Connectors in green lumber (g) designed using NDS/TPI reduction 'factors. 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 BC- From 10 plf at 2.00 to 10 plf at 7.94 110 mph wind, 18.61 ft mean hgt, ASCE 7-05, CLOSED bldg, Located BC- 31.51 lb Conc. Load at 2.00 anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 psf. BC-BC- 108.51 44.04lbl Conc. Load at 4.00 lb Conc. Load at 6.00 Bottom chord checked for 10.00 psf non-concurrent bottom chord live Wind reactions based on MWFRS pressures. load applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. Unbalanced snow loads have not been considered. R=151 U=10 1 7 0 19-2-0 0-3-8 1-5-8 11 0-4-2 4 N 18-0-0 2X4(A1) = R=128 U=9 L1-0-0� 1-10-15___>j 1\ 7-11-4 Over 3 Supports R=200 U=39 W=5.5" PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8°SH(0%)/4(1) 10.03..03.04 QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Tru TY II1C 360-750-1470 REFER TO...WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, /RT= SNIPPING, INSTALLING AND BRACING. Q�0 PROFgs 3901 NE 68th St.,Vancouver WA NORTH LEE RSTREETCSI (BSUITE N 312, ALEXANDRIA,SIA, VAAFETY'N22314)IAND WTCABLIWOODD TRUSS BY I COUNCIL POFTEAMERICAUTE, 6300 /� V TC ENTERPRISE LANE, MADISON, WI 63)19) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ��/p �� /.. LL 25.0 PSF REF R561-- 663 54 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL ROTE �/ 146 A PROPERLY ATTACHED RIGID CEILING. TC DL - 7 0 PSF DATE 1 0/2 1/1 1 "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS F BC DL 10.0 PSF DRW CAUSR561 11294268 i� ALPINE NOCONFOORANCEWITLL HTPI' ORT BE SPONSIBLE FABRICATINGR HANDLING,ANY TION SHIPPINNGG THIS & FAILURE TO BUILD TRUSSES THE TRUSS DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFNPA)AND TPI. ALPINE 41 A BC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/1W/160A(W,H/SS/K)ASTM US$3 GRADE 40/60(W, K/H,SS) GALT. STEEL. APPLY PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION FEB DRAWINGS 160A-Z, ��./50),OF^,�.is". QQ�y TOT.LD. 42.0 PSF SEQN- 956396 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE FEB ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V. ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 64/W.0%�' Sacramento,CA 95828 DESIGN SHOWN, THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2, EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - J04) ' 4 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS HER, A Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.19 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP 8, wind TC DL=4.2 psf, wind BC DL=6.0 Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Bottom chord checked for 10.00 psf non-concurrent bottom chord live load Member design based on both MWFRS and C&C, wind reactions based on MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 11 R=129 U=39 20-4-0 7I 2-7-8 b 0-4-2 6 Q ' . 18-0-0 0-3-8 Y 4 R=134 2X4(A1) -.1-0-0L< 3-10-15 -.I k 7-11-4 Over 3 Supports ;1 R=284 U=18 W=5.5" RL=79/-29 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) yy, FT/RT=8%(0%)/4(1) 10.03.03.04 QTY:2 OR/-/1/-/-/R/- 39O1)NE 68th St.,Vancouver WA R"WARMING" ARNI NBcsI TRUSSES DING REQUIRE EXTREME PONENF SAFETY E IN NF FABRICATION, BRI AT II)N PUBLISHED gySHIPPING, INSTALLING AND BRACING. q Scale =.75"/Ft. NORTH LEE STREET, SUITE 312, ALEXANDRIA VA, 22314)AND BITCH(WOOD TRUSS COUNCIL POFTEAMERICAUTE. 6300 ��‘401N -4..,.SS�O TC LL 25.0 PS F OTHERWISEEINDICATED TOPNCNORD SHAL, WI L RAVE) RPROPERLY ATTACHED STRUCTURALSAFETY PRACTICES PRIOR TO EPANELS AND BOTTOMRFORMING THESE CHORD SHALLNHAVE ((TREF R561-- 66355 A PROPERLY ATTACHED RIGID CEILING. 146�� 2 1 C DL 7.0 PSF DATE 10/21/11 GROMPORAN7'L`FIu�RTIBE RESPONSIBLE HFOR gNYGDEVIDATION FROMATHI SIpESIGN;RpNY FAILURE TOIBUILD THEPTRUSSS BC DL 10.0 PSF DRW CAUSR561 11294269 ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 8 BRACING OF TRUSSES. DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFBPA)AND TPI. ALPINE /0/� '� AC LL 0.0 PSF CA-ENG TSB/CWC CONNECTOR PLATES ARE MADE OF 20/1g/l6GA(W,H/S5/X)ASTM A653 GRADE 40/60(0, X/H,SS)GALV. STEEL. APPLY -7 2 • 9'• PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 16OA-Z. •> '7,' Q� TOT.LD. 42.0 PSF S EQN- 9563 98 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPI1_2OO2 SEC.3. A SEAL ON THIS (: ITW Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT 6":1.�AN w.G�� Sacramento,CA 95828 DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE DUR.FAC. 1.15 FROM KTC BUILDING DESIGNER PER ANSI/TPI I SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 225 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, 012 - J06) , ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.78 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 Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 11 0 71-6-0 R=179 U=69 • 7 I 3-9-8 0-3-8 0-4-2 ' I =� 4a 18-0-0 wram R=140 2X4(A1) 1.<1-0-03�� 5-10-15 .1 I" 7-11-4 Over 3 Supports >I R=356 U=25 W=5.5" RL=114/-36 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.03.04 Trus-Wavy,Inc 360-750-1470 ..WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. QTY.2 OR/-/1/-/-/R/- Scale =.5"/Ft. 3901 NE 60(11 St.,Vancouver WA NORTH TLEE STREET(BSUITEB312, ALE NDRIAE TA, 2233114)IAND NTCAB(ROOD TRUSS'COUNCIL POFTEAMERICA(�E 6300 C��G1 N��FS ,- TC LL 25.0 PSF REF R561-- 66356 OTHERWISE ) ENTERPE INDICATEDE. BTOPNCHORD SHALL9HAVERSAFETY PROPERLYPAITTTICES PRIOR TO ACHED STRUCTURALPANELSPERFORMING ANDTHESE BOTTOMFUNCTIONS.SHALL HAVE ,I.O t 1 TC DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. OOG Er ••INPGRTANT••FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITE BUILDING COMPONENTS Agolow BC DL 10.0 PSF DRW CAUSR561 11294270 Impr GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS ALPINE IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING 8 BRACING OF TRUSSES. �L-�� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFAPA)AND TPI. ALPINE �IlF.l, V CONNECTOR PLATES ARE MADE OF 20/10/16GA(W,H/SS/K) ASTM A653 GRAOE 40/60(W, K/H,SS)GALT, STEEL. APPLY yqs°EC,7,19$9 Ick �� TOT.LD. 42.0 PS F PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 1060_Z. S EQN- 956400 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. DESIGN SIHOWNCATESFOECSUITABILITY ANDFPUSEIHFATHISBCOMPONENTRFORANT BUI DING ISLTHEBRESPONSIBILITVMOFBTOE T�gNw'�� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • , (113755—LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR — J08) , I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #181Bet.(g) 110 mph wind, 20.36 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 >r Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. 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. 11122-8-0 R=230 U=97 7 I 4-11-8 0-3-8 0-4-2 --A--- 2i 18-0-0 R=146 2X4(A1) 1„:1-0-0 7-10-15 -1 k7-11-4 Over 3 Supports >1 R=419 U=33 W=5.5" RL=151/-43 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(00/0)/4(1) 10.03.04.0 oP17 QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 '..DARNING'•TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. 4e. z. �nn 3901 NE 68th St.,Vancouver WA NORTH LEE REFER TO BSTREET, SUITE CSI N312,G COMPONENT LEXANDRIA, VA,N223114)IAND WTCAB(WOODD TRUSS BY I COUNCIL POFTEAMERICA, 6218 300 ? V� TC LL 25.0 PSF ENTERPRISE LANE. MADISON, WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS TC REF R561-- 66357 _ OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SWILL HAVE �� 146 F,9Z��' 1 1 DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. "INPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11284271 GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS _ ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING a BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NOS (NATIONAL DESIGN SPEC. BY AFXPA) AND TPI. ALPINE 0 GON e.../V PIATESCONNECTTO EACHR ES FACEEOFATRUSS ANDE OF ,B/UNLESSWOTHERWISEASTM LOCATED3OS GRADE HIS DESIGN, POSITIONPOSITION PERYDRAWINGS APPLY-C y9i �f�•�.1989 Qv� TOT.LD. 42.0 PSF S EQN- 94465 ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS d • [TW BuildingSar Components CA Group,Inc. DDESIGN SHOWNWING CpTESTHECCEPTANCE OF SAITABILITY ANDFUSEIOFAL THISGINEERING COMPONENTRFORONSIBILITY ANY BUILDING ISLY TUEORESPONSIBILITYMOFNTHE S�''•��, �� DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/SUITABILITY 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1UGC561 Z25 A 1 • (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - J10) , I THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. S Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 20.94 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 Connectors in green lumber psf. 4 (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Unbalanced snow loads have not been considered. Shim all supports to solid bearing. Deflection meets L/240 live and L/180 total load. Creep increase factor for dead load is 2.00. R=61 U=28 0-4-1 X123-10-0 __L_ 7 r a, 22-7-10 R=295 U=131 W=3.25" 6-1-8 0-4-2 Erd li R=147 0 18-0-0 2X4(A1) °-°1.‹ 0-1-10 7-11-4 k 9-10-15 Over 4 Supports >1 R=424 U=17 W=5.5" RL=190/-50 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.04.06, w QTY:2 OR/-/1/-/-/R/- Scale =,375"/Ft. Trus-Way,IGC 360-750-1470 "WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. pOr£ 3901 NE 68th St., ORTH Vancouver WA NTLEEBSTREET. SUITEN312, ALEX NDRIAEN223311 VA, 4)IAND WTCAB(WOOD Zug' COUNCIL POFTEAMERICAUTE, 6300 7��.D G I NFFss/o TC LL 25.0 PSF ENTERPRISE LANE, MADISON. WI 53719)FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS REF R561-- 66364 OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SKULL HAVE �4 4 146 DL 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. ••IMPORTANT`.FURNIS N A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW I:AOSR561 11294275 imw GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN: ANY FAILURE TO BUILD THE TRUSS ' ALPINE 1... IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING. INSTALLING A BRACING OF TRUSSES. BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC, BY AFWPA) AND TPI. ALPINE Ca V CONNECTOR PLATES ARE MADE OF 20/16/16GA(W.H/SS/K)ASTM A653 GRADE 00/60(W, K/H,SS)GALV. STEEL.APPLY yq 140. F(1, 7,19�A `/V TOT.LD. 42.0 PSF S EQN- 94470 PLATES TO EACH FACE OF TRUSS AND. UNLESS OTHERWISE LOCATED ON THIS DESIGN. POSITION PER DRAWINGS 160A-Z. I Q ANY INSPECTION OF PLATES FOLLOWED BY(i) SHALL DE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS ITW Building Componenmen o,CA Group,Inc. DRAWINDESIGNGSHOWryCATESTHECSUITABILITY AND USE OFTANCE OF AL THISGINEERING COMPONENTNFOR ANYBILITY BOI DING SOLELY V OFNTHE ��/�� DUR.FAC. 1 .1 5 Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. FROM KTC EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • I (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - SJ02) • 1 THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. , Top chord 2x4 DF-L #1&Bet.(g) Bot chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 18.61 ft mean hgt, ASCE 7-05, CLOSED bldg, Located anywhere in roof, CAT II, EXP B, wind TC DL=4.2 psf, wind BC DL=6.0 r Connectors in green lumber (g) designed using NDS/TPI reduction factors. psf. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. 7 0-3-8 .� 19-2-0 R=37 U=15 It 1-5-8 0-4-2 ,, 1 R=32 18-0-0 2X4(A1) L--1-0-0 >l< 1-10-15 .1 -. 1-11-4 Over 3 Supports j R=180 U=25 W=5.5" RL=45/-22 PLT TYP. Wave Design Crit: IRC2009/TPI-2007(STD) FT/RT=8%(0%)/4(1) 10.03.03.04 a QTY:2 OR/-/1/-/-/R/- Trus-Wayy Inc 360-750-1470 •WARNING"TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING. \ Scale =1"/Ft. 3901 NE 68th St,Vancouver WA NORTH To WCSREET(BU ILDIN312 PONENTDSAFETY INFO A)ION)NTCAA(WODD TRUSSI COUNCIL PLATEAINSTITUTE• 6300 �� Fs;•(,, TC LL 25.0 PSF REF R561-- 66360 ENTERPRISE LANE, MADISON, WI EXANDR FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS ,�''"" at NF ,0 _ OTHERWISE INDICATED TOP CHORD SINALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE ./�146 CC syr TC D L 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID ORD SHA. GROUP. NOT SH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 112942]2 GROUP. INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN,ANY FAILURE TO BUILD THE TRUSS ALPINE _ IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING, SHIPPING, INSTALLING 6 BRACING OF TRUSSES. _ ^� BC LL 0.0 PSF CA-ENG TSB/CWC DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AF6PA)AND TPI. ALPINE [1n + • V A STM PLATESCONNECTTR TO EACHES FACEEOFATE OF TRUSS AND18/UNLESSWOTHERWISEALOCATED3ONRTHIIS DESIGN, POSITSS)ION PERYDRAWINGS 160A-Z. �Val,OcC•7,vBB9 Q/-: TOT.LD. 42.0 PSF S EQN- 956355 ANY INSPECTION OF PLATES FOLLOWED BY (I)SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS F� V • ITW Building Components Group,Inc. DRAWINGSINDICATESTHACCEPTANCE OF PROFESSIONAL ENGCOMPONENTRFOR ANY BUILDING ISLTHEORETHE TRBILITY OFNTHE �gNW.G�p� Sacramento,CA 95828 DUR.FAC. 1 .15 FROM KTC BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 • • THIS DWG PREPARED FROM COMPUTER INPUT (LOADS& DIMENSIONS) SUBMITTED BY TRUSS MFR. 1 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - SJ04) Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.19 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 > Connectors ingreen lumber psf. (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. If ] A g 20-4-0 0-4-1 ' 4 R=101 U=43 2-7-8 I, 0-4-2 A 1 MEMO 18-0-0 R=44 U=9 MESEN 2X4(A1) —1-0-0 >I‹ 1-11-4 J F! 3-10-15 Over 3 Supports >{ R=219 U=23 W=5.5" RL=79/-29 Design Crit: 1RC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%(0%)/4(1) 10.03.03.0427 • QTY:2 OR/-/1/-/-/R/- Scale =.75"/Ft. Trus-Way,Inc 360-750-1470 ...WARNING..TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING. SHIPPING, INSTALLING AND BRACING. 3901 NE 68th St.,Vancouver WA NORTH TLEEBSTREET. SUITEN312, ALEXANDRIA, TA, 22314)IABA WTCAB(ROOD TRUSSI COUNCIL POFTEAMERICI111TE 6300 ��,QL��FROFLESS ' `(-ws TC LL 25.0 PSF REF R561-- 66361 OTHERWISE ENTERPRISEIDICATED TOP NCHORD SHAL, WI L HAVE) PROPERLY ATTACHED STRUCTURAL SAFETY PRACTICES PRIOR TO EPANELSNANDHBOTTOM ESE NCHORDSSHALL NHAVE �� 46�Q try,O TC DL 7.0 PSF DATE 10/21/11 R PROPERLY ATTACHED RIGID CEILING. Vi: �c "IMPORTAFURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS / BC DL 10.0 PSF DRW CAUSR561 11294273 AMTA GROUP, INC. SHALL NOT BE RESPONSIBLE FOR ANY DEVIATION FROM THIS DESIGN; ANY FAILURE TO BUILD THE TRUSS BC LL 0.0 PSF CA-ENG TSB/CWC ALPINE wi. IN CONFORMANCE WITH TPI; OR FABRICATING, HANDLING. SHIPPING. INSTALLING&BRACING OF TRUSSES. »IGEN DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFAPA)AND TPI. ALPINE A. E OF PLACONTESTTO EACHPLATES FACEARE OFATRUSS AND,B/UNLESSWOTHERWISEASTM LOCATED ONRTHISDE 4DESIGN. POSIITION GALV. STEEL. 160A-Z. n�4 GFC.7,�9�9 �' TOT.LD. 42.0 PSF S EQN- 956357 ANY INSPECTION OF PLATES FOLLOWED BY(I) SHALL BE PER ANNEX A3 OF TPII-2002 SEC.3. A SEAL ON THIS /� A ITR Building Components Group,Inc. DRAWING INDICATES ACCEPTANCE OF PROFESSIONAL ENGINEERING RESPONSIBILITY SOLELY FOR THE TRUSS COMPONENT �4944NW1y�"5 DUR.FAC. 1 .15 FROM KTC DESIGN SHOWN. THE SUITABILITY AND USE OF THIS COMPONENT FOR ANY BUILDING IS THE RESPONSIBILITY OF THE Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC. 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 Z25 (113755-LEGEND HOMES PLAN BEECH A ROOF -- HILLSBORO, OR - SJ06) • ' THIS DWG PREPARED FROM COMPUTER INPUT (LOADS & DIMENSIONS) SUBMITTED BY TRUSS MFR. Top chord 2x4 DF-L #1&Bet.(g) 110 mph wind, 19.78 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 psf. Connectors in green lumber (g) designed using NDS/TPI reduction factors. Member design based on both MWFRS and C&C, wind reactions based on Bottom chord checked for 10.00 psf non-concurrent bottom chord live load MWFRS. applied per IRC-09 section 301.5. Deflection meets L/240 live and L/180 total load. Creep increase Unbalanced snow loads have not been considered. factor for dead load is 2.00. k `� 21-6-0 0-4-1 7 R=155 U=67 0-4-2O II-11 r 18-0-0 R=109 U=39 2X4(Al) L1-0-o 1 1-11-4—>i k 5-10-15 Over 3 Supports >{ R=233 U=10 W=5.5" RL=114/-36 Design Crit: IRC2009/TPI-2007(STD) PLT TYP. Wave FT/RT=8%D(O%)/4(1) 10.03.03.04 • QTY:2 OR/-/1/-/-/R/- Scale =.5"/Ft. Trus-Way,Inc 360-750-1470 ''WARNING.'TRUSSES REQUIRE EXTREME CARE IN FABRICATION, HANDLING, SHIPPING, INSTALLING AND BRACING, 3901 NE 68th St.,Vancouver WA NORTH TLEE STREET(BSUITEN312 ALLEXANDRIA, XX, 223COMPONENT SAFETY 3144)INFORMATION) PUBLISHED W CAB(WOODD TRUSS BY 1 COUNCIL POFTEAMERICAUTE, 63800 .r�(QFV PAOFFsppo C LL 25.0 PSF REF R561-- 66362 ENTERPRISE LANE. MADISON, WI 53719) FOR SAFETY PRACTICES PRIOR TO PERFORMING THESE FUNCTIONS. UNLESS aG�N�`, ., OTHERWISE INDICATED TOP CHORD SHALL HAVE PROPERLY ATTACHED STRUCTURAL PANELS AND BOTTOM CHORD SHALL HAVE 44 14,.e _ TC D L 7.0 PSF DATE 10/21/11 A PROPERLY ATTACHED RIGID CEILING. f111Y�� "IMPORTANT"FURNISH A COPY OF THIS DESIGN TO THE INSTALLATION CONTRACTOR. ITW BUILDING COMPONENTS BC DL 10.0 PSF DRW CAUSR561 11294274 GRALPINE INOUP, INC. SHALL NOT BE REPONSIBLE FOANY DEVIATIOCONFO MANCE WITH TPI; ORSFABRICATINGR HANDLING, SHIPPING .TINSTALLING S BRACINGUOF TRUSSES HIS DESIGN: ANY FAILRE TO BUILDTHE TRU55 _,00BC LL 0.0 PSF CA-ENG TSB/CWC Env DESIGN CONFORMS WITH APPLICABLE PROVISIONS OF NDS(NATIONAL DESIGN SPEC. BY AFGPA)AND TPI, ALPINE n V CONNECTOR PLATES ARE MADE OF 20/18/l6GA (W,H/SS/K) ASTM A653 GRADE 40/60(W. K/H.SS)GALV. STEEL. APPLY 3, QFC 7l VO r TOT.LD. 42.0 PSF S EQN- 956359 PLATES TO EACH FACE OF TRUSS AND, UNLESS OTHERWISE LOCATED ON THIS DESIGN, POSITION PER DRAWINGS 160A-Z. /.(1t R' ANY INSPECTION OF PLATES FOLLOWED BY (I) SHALL BE PER ANNEX A3 OF TPI1-2002 SEC.3. A SEAL ON THIS V ITW Building Components Group,Inc. DRAWINDESIGNGSHOWNCATESTHECSUITABILItt ANDTANCE OF FUSEIOFAL THISGINEERING COMPONENTRESPONSIBILITY TOO ANT BUILDING SOLELY OF THE /411y1,0'' DUR.FAC. 1 .15 FROM KTC Sacramento,CA 95828 BUILDING DESIGNER PER ANSI/TPI 1 SEC, 2. EXP.12-31-11 SPACING 24.0" JREF- 1 UGC561 125