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3102 Truss Specs , . conrsu�rinrG LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 61206140 MiTek 20/20 7.2 3102 3 car The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I5633137 thruI5633156 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Commiriee in accordance with the latest edition of ANSIlTPI 1 Section 6.3. �� .�� O -y � � � �� o,,� June 22,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted. The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accard with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. } • _- _ � �dm,,,a� � ! s � � _�_ ,? .�i� � - Job • Truss Truss Type Qry Ply 3102 3 car B1206140 1-MTR MONO TRUSS q � 15633137 Job Reterence{o liona ProBuild Arlington,Arlington,WA 98223 7250 s May 11 2011 MiTek Intlustnes,Inc. Fri Jun 22 07:53:58 2012 Page 1 . ID:Q?nV4nvQrgUo8Bm1E_LLezzY6K4�C4gxoA9mlbGAWZTYu2_DYiIHMLnWAavPl2nZpz3o8N -�-�-0 -8-8 1-0-0 5-8-8 3-7-6 0- - 0 2x4 I I Scale=1:19.4 4 4.00 12 2x4� 3 � p N/2 T1 2 � � Bt — �_ �o 5 3x8 = 3x4 = 0.A-10 I—I � 9-5-8 1 0 0 9-3-14 �- - p Plate Offsets(X l�: f2'0-4-8 Edae1 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 25.0 Plateslncrease 1.�5 TC 027 Vert(LL) -0.18 5-8 >619 240 MT20 185/146 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.41 5-8 >271 180 BCLL 0.0 ' Rep SVess Incr YES WB 0.19 Horz(TL) 0.01 5 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix-M) Weight:321b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or SSS oc purlins, except end verticals. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10.40 oc brecing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=504/0.5-8 (min.0-1-8),5=367/0-1-10(min.0-1-8) Max Ho2 2=98(LC 4) Mau Uplifl2=-44(LC 3),5=38(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-962/78 BOT CHORD 2-5=-76/1056 WEBS 3-5=-49'I/109 NOTES 1)Wintl:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live loatl nonconcurtent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit belween the bottom chord and any other members. 4)8earing at joint(s)5 considers parallel lo grain value using ANSI/TPI 1 angle to grain fortnula. Building designer should veriry capaciry of bearing suAace. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 44 Ib uplift at joint 6 and 38 Ib uplift at joint 5. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 antl referenced standard ANSI/TPI 1. LOAD CASE�S) Standard �pS�H p� �� w r�A �'o � � � � O� �� June 22,2012 AWARNING-Venfy design parameters anA read notes on this Tiuss Design Drawin0 and inGutled DrJ Reterence S�eet(rev.0&11')betote use.Design valid for use with Mi7ek connector plates onry.This tlesign is basetl only upon parameters shown,antl is for an individual building component.Applicability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral resiraint designations shown on intli�ridual web antl chord members are for compression buckling only,not torbuiltling stability bracing.Additional temporary restrainU diagonal bracing to insure stability during constniction is the responsibility of ihe installer.Atltlitional pertnanent builAing stabilily bracing of the overall struclure is the responsibilky of the builtling designer or owner of the trusses.For general gubance regarding design responsibildies,fabncation,quality control,storage, tlelivery,erection,Iffieral restraint and diagonal brecing,consutt ANSIlfPI 7,DSB-89 antl BCSI(Buildinp Component Safety Infortnation)available from CQ�U�nNALLC SBCA at www.sbcindust .com. ��b T�uss Truss Type ob Ply 31023 car , B1206140 1-MTRS GABLE 1 � 15633138 ProBuiltl Arlington,AAington,Wq g8223 Job Reference o tiona - 7.250 5 May 11 2017 MiTek Intlustries,Inc. Fri Jun 7107:53:58 2012 Page 1 _�_ _0 ID:Q?nV4nvQrgUo86m1E_LLezzY6K4�C4gxoA9mlbGAWZTYu2 DYiiRMMrWAhvPl2nZpz3o8N 1_0_0 5- -8 5-8-8 ' '14 8 37-6 0- - 0 Scale=7:19.6 3x4% 2x4 I I 4 3x4 � 4x12 J 4.00 12 2x4 I I 3 4x4 % N N O " 4X4% � ST2 � ST1 y 2x4 II d � B1 r 4x12 = b 2x4 I I 5 3x4 = i 0-8-10 9-5-8 �—� 1-0.0 9-3-14 Plate Offsets X : 2:0.6-0 0.2-5 a - 0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud TCLL 25.0 Plates lncrease 1.15 TC 0.46 Vert(LL) -0.14 5-12 >77z zqp P�TES GRIP TCDL �0.0 Lumberincrease 1.15 BC 0.47 MT20 185/148 BCLL 0.0 • Rep Stresslncr YES Vert(TL) -0.32 5-12 >336 180 BCDL 8.0 � 0�18 Horz(TL) 0.01 5 n/a Na Code IRC2009/TPI2007 (Matrix-M) LUMBER Weight:44 Ib FT=20% TOP CHORD 2 X 4 HF No2 BRACING BOT CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 60.0 oc purlins, except end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=487/0.5-8 (min.0-1-8),5=380/0.1-10 (min.0-1-8) Max Horz 2=98(LC 4) Max Uplik2=-54(LC 3),5=-33(LC 5) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-585/49 BOT CHORD 2-5=-45/481 WEBS 3-5=-553/77 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;6cp B;enGOSed;MWFRS(low-rise)gable end zone;cantilever leR and right exposetl; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the tace),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0.0 oc. 4)This truss has been designed for a 10.0 psf bottom chortl live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chortl in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should venfy capacity of bearing surtace. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 54 Ib upliR at joint 10 and 33 Ib uplift at joint 5. 9)This truss is designed in accortlance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced stantlard ANSI?PI 1. LOAD CASE�S) Standard �pS�H p� 4� r� � � � O � '�,��o June 22,2012 AWARNING-Venry design parameters and reatl notes on this Tniss Design Drawinp and included DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MiTek conneqor plates only.7his tlesign is based only upon parameters shown,and is for an individual building component.Applicability of tlesign parameters and proper incoryoration of the component is responsibilily ot buil0ing desipner or owner oithe trusses and installer. Lateral resiraint 1 designations shown on intlividual web antl chorU members are for compression buckling only,not forbuiltling stability bracing.AtlAitional temporary resirainU diagonal bracing to insure stability during construqion is the responsibilily of the installer.Atltlilional permanent builtling staGility bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guitlance regarding tlesign responsibililies,fabrication,qualdy control,storege, delivery,erection,lateral restraint and Aiagonal bracing,consult AN51lTPI 1,DSB-89 and BCSI(Building Component Safety Information)available from SBCA at wwwsbcintlust .com. ��VLnN�7 LLC " Job Truss Truss 7ype qty Ply 3102 3 car . B1206140 2-GE GABLE 15633139 1 � Job Reference toptiona� rroeuna nrlington,Arlington,WA 9ffi23 7250 s May 11 2011 MiTek Industnes,Inc. Fri Jun 22 07:53:59 2012 Page 1 � ID:Q?nV4nvQrgUo8Bm1E LLezzY6K4�Pe298BnWK7og8f5cZDIlEzNmpnFeU2ehoK5Fz3oBM �-1-43 12-11-0 - 1-0 3 12-11-0 12_110 - ��'2'3 1-4-3 Scale=1:45.7 4x4 I I 8 7 9 5.00 12 g 10 0 5 11 �n 4 T �Z T � 3 7 T 13 T T � 2 al, 14 � +5 I< 0 3x4= 27 26 25 24 23 22 21 20 19 18 17 i6 3x4 = 3x4 = 1-43 25-10-0 z�-�ao 1-43 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 15 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 15 Nr 90 BCLL 0.0 • Rep Stress Incr YES NB 0.08 Horz(TL) 0.00 14 n/a Ma BCDL 8.0 Code IRC2009/TPI2007 (Matrix) WeighC 1641b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing tlirectly applied or G0.0 oc purlins. 80T CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 2&10-0. (Ib)- Max Horz 2=-58(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s)2,14,23,24,25,26,27,20,19,18,17,16 Matt Grav All reactions 250 Ib or less at joint(s)2,14,21,23,24,25,26,27,20,19,18,17,16 FORCES (Ib)-Max.Comp./Marz.Ten.-All forces 250 pb)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;M WFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical leR and right e�osed;Lumber DOL=�.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlfPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable sluds spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 8)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplik atjoint(s)2,14,23,24,25,26,27,20,19,18,17,16. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIRPI 1. LOAD CASE(S) Standartl �pS�H p� �� r� 4 � � �� o� �'° N. June 22,2012 AWARNING-Veriy design paremeters antl read notes on this Truss Design Drawing an0 inclutle0 DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MiTek conneclor plates only.This Aesign is based only upon parameters shown,and is tor an intlividual builtling component.Applicabiliry , of tlesign paremeters and proper incorporation ot the component is responsibilily of builUing tlesigner or owner of the trusses and installer. Lateral resiraint designations shown on intlividual web antl chortl memDers are for compression bucklinp only,not forbuilding stabilily bracing.Atltlitional temporary restrainU tliagonal bracing to insure stability Aunng construclion is ihe re5ponsi6ilNy o(the installer.Addilional permanent building stabilily bracing of the overall slruc[ure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibililies,fa�rication,quality control,storaqe, delivery,erection,lateral restraint and Oiagonal bracing,consull ANSI/TPI 1,DSB-89 and BCSI(Buikling Component Safety Information)available from wA pw SBCA at wwwsbcintlust .com. VV�V��/Ii7 LLC " Job Tmss Tmss Type Qty Py 3102 3 car , 81206140 2-TR COMMON q � 15633140 Job Reference o tiona ProBuild Nlington,Arlington,WA 98223 7.250 5 May 11 2011 MiTek Intlustries,Inc.Fri Jun 22 07:53:59 2012 Page 1 - ID:Q?nV4nvQrgUo8Bm1 E_LLezzY6K4FPe2986nWK7og8f5cZDllEsimfYFaH2ehoK5Fz3o8M -1-43 6-9-6 _��_ 1-43 6-9-6 6-1-10 6-1-10 6-9-6 1-43 Scale=7:45.7 Sx6 = 4 5.00� 2x4 \� 2x4 �/ 0 3 5 � � 1 Z 6 oI, � Ia ,o s „ e a 3x8 = 4x4= 3x6 = qXq = 3x8= 8-9-15 17-0-1 25-10-0 1-4-3 25-10-0 �_4_3 Plate Offsets(X l�: f2:0.4-2 0.1-81 f6�0-4-2 0.1-81 LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -025 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber Inaease 1.15 BC 0.70 Vert(TL) -0.42 8-10 >724 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Hoa(TL) 0.10 6 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:891b FT=20�O LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 30.0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS pb/size) 2=1245/0.5-8 (min.42-1),8=1245/0-5-8 (min.0-2-1) Max Ho2 2=-58(LC 6) Max Uplift2=-87(LC 5),6=-87(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-2285/97,34=-2005/98,45=-2005/96,5-8=-2285/97 BOT CHORD 2-1�-72/2018,9-10=0/1376,&11=0/1376,&11=0/1376,6-8=-'14/2018 WEBS 4-8=-19/685,58=-434/122,4-10=-19/685,3-10=-434/122 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25k;Cal.II;6cp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right expased;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a recfangle 3-6-0 tall by 2-0-0 wide will ft between the bottom � chord and any other members,with BCDL=B.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)2,6. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.�1.1 antl R802.10.2 and referenced slandard ANSI/TPI 1. LOAD CASE(S) Standard .�1pSEPH p� 4�4��« r� 0 � �,o �g �' '�►�r,b�,z,�'° June 22,2012 AWARNING-Veny tlesign parameters and reatl notes on this 7russ Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valitl tor use wit�MiTek conneclor plates onty.This tlesign is based onry upon parameters shown,and is tor an intlivitlual builtling component.Applicabiliry , of tlesign parameters antl proper incoryoration of the component is responsibilily of building tlesigner or owner of the trusses antl installer. Lateral resiraint designations shown on indi�ritlual web and chord members are for wmpression buckling only,nol forbuiltling stability bracing.Atltlitional temporary restrainU diagonal bracing to insure stabilily during construction is the responsiDility of the installer.Atldilional permanent builtling sta�ilily bracing of the overall structure is the responsibility oit�e building designer or owner of the trusses.For general guidance regartling design responsibilkies,(abncetion,quality control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Safety Intormation)availaDle from ��u�nNK LLC SBCA at www.sbcindus�ry.com. ' Job � Truss Truss Type Qty Py 3102 3 car B1206140 3-GE GABLE p � 15633141 Job Reference o lional ProBuiltl Nlington,Arlington,WA 98223 7250 s May 11 2011 MiTek Intlustries,Inc. Fn Jun 22 07:54:00 2012 Page 1 - ID:uCKtH7v2c_cfILLDohsaAAzY6K&bbCQMUBPHes_�qjrfJ4Slzn7oA80 6CCtLXudhz3o8L � -1-0.0 5-6-0 � t 1 0 0 12 0 0 1-0-0 5-6-0 5-6-0 1-QO 4x4 I I Scale=121.9 4 3x4 I I 7.00 �p 5 3x4 I I 3 � T2 T1 T1 T1 T1 � 2 6 dl � le � � b 10 g g 3x4= 3x4 II 3x4 II 3x4 II 3x4 = 11-0-0 1-0-0 11-0-0 1-0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) 0.01 7 n/r 120 MT20 185N48 TCDL 10.0 Lumber Inaease 1.15 BC 0.08 Vert(TL) 0.01 7 n/r 90 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 8.0 Code IRC2009RPI2007 (Matrix) Weight:391b FT=20� LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD StrucWral wood sheathing directly applied or E0.0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings�1-0.0. (Ib)- Max Horz 2=89(LC 4) Max Uplik All uplift 100 Ib or less at joint(s)2,6,10,8 Max Grav All reactions 2501b or less atjoint(s)2,6,9 except 1�296(LC 1),8=296(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.I I;Exp B;enclosed;M WFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Sfandard Industry Gable End Delails as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 38-0 fall by 2-0-0 wide will fit behveen the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6,10,8. 9)This truss is designed in accordance wifh the 2009 Intemational Residential Code sections R502.11.t and R802.102 and referenced standard ANSIliPI 1. LOAD CASE(S) Standard �pSEPH O�l' �3 r 4 � �'o 9� � ��Q� June 22,2012 AWARNING-Verify tlesign parameters ana reatl naes on this 7russ Design Drawing and includeA DrJ Reterence S�eet(rev.03-17�before use.Design valitl for use with MTek conneclor plates onry.This tlesign is basetl only upon parameters shown,antl is for an individual building component.Applicability � ottlesign parameters and proper incorporetion of the component is responsibilily of builtling designer or owner ot the trusses and installer. Lateral restraint designations shown on indi�ritlual web ana chord members ere for compression buckling only,not forbuilding stabilily bracing.Atlditional temporary restrainU tliagonal bracing to insure stabilily tluring construction is the responsibilRy of the installer.AddNional permaneM building stabilHy Dracing of the overall structure is ihe responsibility of the building designer or owner of the trusses.For general guitlance regartling design responsibilRies,fabricetion,qualily control,storage, tlelivery,erection,lateral restraint and tliagonal brecing,consutt ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Safety Infortnation)available from CQ��nNG�LC SBCA at www.sbcintlust .com. ' Job Truss Truss 7ype Qty Ply 3102 3 car 15633142 B7206140 3-GR COMMON 2 _ _ 2 Job Reference(ootionall ProBuild Arlington,Arlington,WA 98223 7250 s May 11 207 7 MiTek Intluslries,Inc.Fri Jun 22 07:54:00 2012 Page 1 . ID:uCKtH7v2c_dILLDohsaAAzY6K3-bbCQMU B PHes_QqjrfJ4Slzn_4A1_DCtLXudhz3o8L � 56-0 11-0-0 � 56-0 5-6-0 � ax6 I I scale=7 20.7 2 7.00 12 � T1 w� T1 M 3 1 � B Io 4 4x14 II 4x8 i 4x8 � , 5-6-0 11-0-0 � 11-0-0 LOADING(ps� SPACING 2-0.0 CSI DEFL in Qoc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.06 1-4 >999 240 MT20 185N48 TCDL �0.0 Lumberincrease 1.15 BC 0.56 Vert(TL) -0.12 1-4 >999 180 BCLL 0.0 ' Rep Stress Incr NO NB 0.56 Ho2(TL) 0.02 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) WeighC 981b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Struclural wood sheathing directly applied or&11-6 oc purlins. BOT CHORD 2 X 8 DF SS BOT CHORD Rigid ceiling direcUy applied or 140.0 oc bracing. WEBS 2 X 4 HF No2 REACTIONS (Ib/size) 1=4934/0-5-8 (min.0.41),3=4934/0-5-8 (min.0-4-1) Mau Horz 1=64(LC 4) Mau Uplift 1=-382(LC 5),3=-362(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-5703/4'18,2-3=-5703/418 BOT CHORD 1-4=-320/4853,3-4=320/4853 WEBS 2-4=348/5340 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connecled as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 8-2 rows at 0.&0 oc. Webs connected as follows:2 X 4-1 row at 0.9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in fhe LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpst;h=25fl;Cat.II;Exp B;enclosed;MWFRS pow-nse)gable end zone;cantilever leR and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)except Qt=1b)1=362,3=362. 8)This truss is designed in accordance with the 2009 IntemaUonal Residential Code sections R502.��.1 and R802.102 and referenced standard ANSI/TPI 1. 9)Girder carties tie-in span(s):42-0.0 from 0.0.0 to 11-0.0 LOAD CASE(S) Standard 1)Regular:Lumber Increase=�.15,Plate Increase=1.15 �OS�� Qp,� Unifortn Loads(pl� � 'N"l.� Vert:�3=-866(F=-850),1-2=-70,2-3=-70 4 � � � �� June 22,2012 AWARNING-Venry tlesgn parameters antl reatl notes on this Truss Design Drawing antl inGUtletl DrJ Reterence Sheet(rev.03-11')before use.Design valid for use wRh MiTek connedor plates only.This design is based only upon parameters shown,and is for an intlivitlual building component.Applicability , of design parameters and proper incoryoretion of the component is responsibility of building designer or owner of the trusses antl installer.Lateral restraint tlesiqnations shown on indivitlual web and chortl members are for compression buckling only,not forbuilding stabilily bracing.AAditional temporery restrainU diagonal bracing to insure stabilily during constiuction is the responsibility of the installer.Additional permanent building stabilky bracing of the overall struclure is the responsibilily oit�e builtling tlesigner or owner ot��e[russes.For general guitlance regarding Aesign responsiDildies,febricetion,qualily control,storage, delivery,erection,lateral restraint antl tliagonal bracing,consutt ANSI/TPI 1,DSB-89 and BC51(Builtling Component Safety Information)available irom ��yw�LC SBCA at www.sbcindust .com. 1��7 � Job Truss Truss Type �ty Py 3102 3 car 15633143 81206140 3-TR COMMON 2 1 Job Reterence(oolionall ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Intlustries,Inc. Fri Jun 22 07:54:00 2012 Page 1 ID:uCKtH7v2c_cfILLDohsaAAzY6K3-bbCQMUBPHes_QqjrfJ4Slzn1 WA6i_SGCtLXudhz3o8L � -1-0-0 5-6-0 11-0-0 12-0-0 1-0.0 5-6-0 5-6-0 1-0-0 Scale=7 212 4x4 I I 3 7.00 12 T1 W� T7 4 2 � � 5 Ia , 6 aXa n 3x4= 3x4 = i , &6-0 11-0-0 � 1-0-0 11-0-0 1-0.0 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.02 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 025 Vert(TL) -0.06 2-6 >999 180 BCLI 0.0 ' Rep Stress Incr YES NB 0.1� Horz(TL) 0.0'I 4 n/a n/a BCDL 8A Code IRC2009/TPI2007 (Matrix) Weight:341b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or�r10-15 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direclly applied or 10.0.0 oc brecing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=539/0-5-8 (min.0-1-8),4=539/0-58(min.41-8) Mau Horz 2=f9(LC 3) Mar Uplift2=-51(LC 5),4=-5'I(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-532N3,34=-532N3 BOT CHORD 2-6=0/368,46=0/388 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right e�cposed; end vertical left and right exposed;Lumber D0�=1.33 plate grip DOL=1.33 3)This truss has been designed for a�0.0 psf bottom chord live load nonconcurtent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 5)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)This lruss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �pS�H p� r� 4 �� qa' O� �� June 22,2012 AWARNING-Venfy design parameters end reatl notes on this T�vss Design Drawing and included DrJ Reference Sheet(rev.03-11')Defore use.Design valitl for use with MiTek conneclor plates ony.7his tlesign is basetl only upon parameters shown,antl is for an indi�ridual building component.Applicability � of tlesign paramelers and proper incorporation of the component is responsibilily of building designer or owner of the trusses antl inslaller.Lateral restraint designations shown on individual web and choid members are for compression buckling only,not forbuilding stability bracing.Additional temporery resireinU diagonal bracing to insure sta�ility Ourinq construdion is lhe responsibility of ihe installer.Add'Rional permanent building stability bracing of the overall struclure is the responsibilRy of the builtling desipner or owner of the irusses.For general guidance regarding design responsibilities,faDrication,qualdy control,storage, w delivery,erection,lateral restraint anA tliagonal Dracing,consutt ANSI/TPI 1,DSB-89 antl BCSI(Building Component Safety Iniormation)available from ��u�nNff LLC SBCA at www.sbcindust .com. Job Truss Truss Type oty Py 3102 3 car 15633144 61206140 4-GE GABLE 1 1 � Job Reference(oolionaD _ ProBuiltl Arlington,AAington,WA 98223 7250 s May 11 2011 MiTek Industries,Inc. Fri Jun 22 07:54:01 2012 Page 1 . ID:uCKtH7v2c_cFILLDohsaMzY6K33nIpZqC12y_r1_I1 D1 bhrAJlbaVJZiL5?HRA8z3o8K i -1-43 7-0-0 i 14-0-0 i 15-0-3 � 1-43 7-0-0 — T 7-0-0 1�3 Swle=12s] 4x4 I I 5 5.00 12 4 6 3 � � T3 T2 T T1 T1 T1 8 2 � � � 9 � 14 13 12 11 10 , 14-0-0 , , � t�-3 14-0-0 1-4-3 LOADING(ps� SPACINCa 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.�4 Vert(LL) -0.01 9 n/r 120 MT20 185/�48 TCDL t0A Lumber Increase 1.15 BC 0.08 Vert(TL) -OA� 9 Nr 90 BCLL 0.0 ' Rep SVess Incr NO WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2009RPI2007 (Matrix) Weight:481b FT=20Mo LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD StrucWral wood sheathing directly applied or&0.0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc brecing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 140.0. (Ib)- Max Horz 2=37(LC 6) Ma�c Uplik All uplift 100 1b or less at joint(s)2,8,13,14,11,10 Max Grav All reactions 250 Ib or less at joint(s)2,8,12,13,14,t t,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;wntilever left and right exposed; end vertical left and right exposed;Lumber DOL=�.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard IndusVy Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI�. 4)All plates are 3x4 MT20 unless otherwise indiwted. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0.0 oc. 7)This truss has been designed for a 10.0 psf bottom chortl live load nonconcurtent with any other live loads. 8)•This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 Nall by 2-0-0 witle will fit belween the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,8,�3,14,�1,10. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard �pS�H p� 4�� C�`� � � 4 O� �� June 22,2012 AWARNING-Verify tlesign parameters antl reatl notes on this Truss Design Drawing and included DrJ Re(erence Sheet(rev.03-1 t�before use.Design valitl for use with Mi7ek connector plates ony.This tlesign is basetl only upon parameters shown,and is for an intlividual builtling component.Applicability � of design parameters and proper incorporetion of the component is responsibility of building designer or owner of the irusses and installer. Lateral restraint designations shown on indi�ridual web anA chord members are for compression buckling only,not forbuilding stability bracing.Adtlitional temporary restrainV diagonal bracing to insure stability during construdion is the responsibilily of the installer.Atltldional permanenl builtling stabilily bracing of t�e overall struclure is the responsibildy of the building designer or owner of the irusses.For general guidance regarding design responsibililies,fabrication,qualfty control,storage, tlelivery,erection,lateral restraint antl tliagonal bracing,consutt ANSI/TPI 1,DSB-89 antl BCSI(BUiWing Component Safety Information)availaDle from ��u�nN�LLC SBCA at wwwsbcinAust .com. � Job. Truss Truss Type Qty Ply 3102 3 car 15633145 81206140 4-GR QUEENPOST � L Job Reference(ootionall ProBuiltl lvlington,AAington,WA 98223 7.250 s May 11 2011 MiTek Intluslries,Inc. Fri Jun 22 07:54:01 2012 Page 1 . ID:MOuFVTwhNIkWNVwQMPNpjOzY6K2-3nIpZqC12y_r1_I1 D1 bhrAJAIaKpPJLS?HRA8z3o8K � 5-10-9 7-0.0 8-1-7 14-0-0 � 5-10-9 1-1-7 1-1-7 5-10-9 Scale=122.4 6xs II 2 5.00 12 � T1 W� T7 3 1 � ' id 5x10 % 4 5x10 � 4xt2 II , 7-0.0 14-0-0 � 14-0-0 Plate Offsets(X l�: f1:0.5-11 0.2-81 f3:0.�s11 0-2-81 f4:0.8-0 0.2-01 LOADING (ps� SPACING 1-EO CSI DEFL in (loc) VdeFl Ud PLATES GRIP TCLI 25.0 Plates Increase 1.15 TC 0.64 Vert(LL) -0.09 3-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -020 3-4 >828 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.70 Horz(TL) 0.03 3 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:147 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD Strudural wood sheathing directly applied or 411-13 oc purlins. BOT CHORD 2 X 10 DF SS BOT CHORD Rigid ceiling directly applied or 140.0 oc bracing. WEBS 2X4HFNo2 REACTIONS (Ib/size) 1=6193/0.5-8(min.0.S2),3=6'193/0.5-8 (min.0-5-2) Max Horz 1=-17(LC 6) Mau Uplift 1=-415(LC 5),3=-415(LC 6) FORCES pb)-Ma�c.Comp./Max.Ten.-All forces 250 pb)or less except when shown, TOP CHORD 'I-2=-9467822,23=-9467/621 BOT CHORD 'I-4=-549/8739,3-4=-549/8739 WEBS 2-4=398/6655 NOiES �)2-py truss to be connected together with 10d(0.131"x3")nails as follows: Top chortls connected as follows:2 X 4-1 row at 0.7-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0.6-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distnbute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered tor this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chortl live load nonconcurrent with any other live loads. 6)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a recfangle 3-6-0 tall by 2-0-0 witle will fit between the bottom chord and any other members. 7)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=415,3=415. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.t and R802.�02 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard �)Regular:Lumber Increase=1.15,Plate Increase=1.15 �S�H �� Uniform Loads(pl� .c�_ j�� Vert:13=-862(F=-850),1-2=-53,2-3=-53 4 �"��a'- .G O � � �O O� '�°',�,��,.a� June 22,2012 A WARNING-Veriry tlesign parameters antl reatl notes on this Tniss Design Drawing antl incluAed DrJ Reference Sheet(rev.03-11)before use.Design valitl for use wilh MTek connector plates only.This tlesign is based only upon parameters shown,and is for an indi�ridual building component.Applicabiliry , of tlesign parameters and proper incorporetion of the component is responsibility of building tlesigner or owner of ihe trusses antl installer. Lateral 25traint designations shown on indi�ndual web and chord members are for wmpression buckling only,not forbuilding stabilRy bracing.AaCitional temporary restrainU diagonal bracing to insure stability dunng construciion is the responsibilRy of the installer.Adtlilional pertnanent building stebilily bracing of the overall slructure is the responsibility of ihe builtling tlesigner or owner of the trusses.For general guitlance regaNing tlesign responsibililies,fabricetion,quality wntrol,storage, n tlelivery,erection,lateral restraint antl tliagonal bracing,consuM ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Sa(ety Information)available from ��u�nHALLC SBCA at wwwsbcintlust .wm. �Job Truss Truss Type �ty Py 3102 3 car 61206140 4-TR COMMON 2 � ISfi3314fi Job Reterence o liona ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Intluslries,Inc. Fri Jun 22 07:54:01 2012 Page 1 . ID:MOuFVTwhNIkWNVwQMPNpjOzY6K2-3nIpZqC12y_r1_I1 D1 bhrAJAIaQJjY0L5?HRA8z3oSK � -1-43 7-0-0 140-0 15-4-3 1-43 7-0-0 � 7-0-0 1-43 � Scale=7:26.7 4x4 I I 3 5.00 72 � T1 � T1 z 4 �I B' S I° 6 0 3�= 2x4 I I 3x6 = i , 7-0-0 14-0-0 � 1-4-3 14-0-0 1-43 Plate Offsets(X l�: f2:0.8-10 0.0-61 I4:0.&10 0-0-61 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLAiES GRIP TCLL 25.0 Plates Increase 'I.'15 TC 0.64 Vert(LL) -0.04 6-12 >999 240 MT20 '185/'148 TCDL 10A Lumber Increase 1.15 BC 0.36 VeA(TL) -0.10 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.12 Horz(TL) 0.01 4 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix-M) Weight:411b FT=20% � LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structurel wood sheathing directly applied or 51-10 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=696/0.5-8 (min.0-1-8),4=696/0-58(min.0.1-8) Max Horz 2=38(LC 6) Max Uplift 2=-54(LC 5),4=-6A(LC 6) FORCES (�b)-Max.Comp./Marz.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1110/80,3-0=-1110lIS BOT CHORD 2-6=-139/'1366,4-6=-'I'13/'1366 WEBS 3-6=0/253 NOTES t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed; end vertical leR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0.0 wide will fit belween the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss lo beanng plate capable of withstanding 100 Ib uplik at joint(s)7,10. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.1�.1 and R802.102 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��pS�H p� � r� � � � qc � ��.�'" June 22,2012 A WARNING-Verify tlesign parameters antl reaA notes on t�is Truss Design Drawing and inUutled DrJ Reference Sheet(rev.03-11)6efore use.Design valiU for use with MTek connector plates onty.This tlesign is basetl ony upon parameters shown,end is tor an individual building component.Applicability , oi tlesign parameters and proper incorporation oi the component is responsibility of buil0ing tlesigner or owner of the trusses and installer. Lateral resiraint tlesignalions shown on individual web antl chortl mem�ers are tor compression Duckling only,not torbuikling stabilily brecing.Atltlitional temporary restrainU diagonal bracing to insure stabildy during construction is the responsibilRy ot the installer.Atltlilional pertnanent building stability bracing of the overall struqure is the responsibili[y of the builtling designer or owner oit�e trusses.For general puitlance regarding tlesign responsibilities,fabncation,qualily control,storage, delivery,erection,lateral restraint and diagonal bracing,consutt ANSIlfPI 1,DSB-89 antl BCSI(Builtling Component Safety Information)available from ��V�nNG LLC SBCAatwwwsbcindust .wm. Job Truss Truss Type Qty Ply 3102 3 car B1206140 5-GEA GABLE � � 15633147 Joh Reference loot�onall ProBuild Nlington,Adington,WA 98223 7250 s May 11 2011 MiTek Industnes,Inc Fri Jun 22 07:54:02 2012 Page 1 - ID:MOuFVTwhNIkWN VwQMPNpjOzY6K2-XzJBnADfpF6if7tEnk7wNOsRFzoOSzIVKfO?iaz3o8J �1-4-3 21-0-0 42-0-0 '1-4-3 21-0-0 21-0-0 --� scale=t:71] 5.00 �Z 5xs II 12 �� 13 3u6 % 10 14 3x6 � 8 g 15 i6 7 17 6 �g 5 �9 q S S S 20 S S 3 S S S S 21 S S S g S y 22 ¢I� ]e 3x6 = 3� — o 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 = 3x6 = 42-0-0 1-4-3 42-0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLAiES GRIP TCLL 25.0 Plates Increase 1.15 TC 027 Vert(LL) -0.00 � n/r �20 MT20 185/146 TCDL 10.0 Lumber Increase 1.�5 BC 0.18 Vert(TL) 0.02 1 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.18 Ho2(TL) 0.01 22 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:2031b FT=20M LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 60.0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or�0.0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std'6ccepC WEBS 1 Row at midpt 1232 ST9,ST8:2 X 4 HF No2 REACTIONS All bearings 42-0.0. Qb)- Mau Horz 2=94(LC 5) Ma�c Uplik All uplift 100 Ib or less at joint(s)2,33,34,35,37,38,39,40,41,31,30,29,27,26,25,24,23 Max Grev All reactions 2501b or less atjoint(s)22,32,33,34,35,37,38,39,40,31,30,29,27,26,25,24 except 2=290(LC 1), 41=420(LC 9),23=452(LC 10) FORCES (Ib)-Max.Comp./Marz.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-01=-317/82,21-23=332/89 NOiES 1)Unbalanced roof live loads have been considered for this design. 2)Wintl:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right expased;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous boHOm chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,33,34,35,37,38,39,40,41,31,30,29,27 ,26,25.24.23. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard �S�H d ��' a ��'� �o � � � � o� ��N.�' June 22,2012 AWARNING-Veriry design paramelers antl read notes on this Tniss Design Drawing antl included DrJ Reference Sheel(rev.03-11')before use.Design valitl tor use with MiTek conneclor plates onty.This design is basetl only upon parameters shown,antl is for an intli�ritluel building component.Applicability , of tlesign Darameters antl proper incorporation of the component is responsiDility of buildinp designer or owner of ihe trusses antl installer.Lateral restraint tlesignations shown on intlividual web antl chord members are for compression buckling only,not forbuilCing stability bracinp.Additional temporary resirainU diagonel bracing to insure stability tluring construction is the responsibility of the installer.Adtlilional pertnanent building stability brecing of ihe overall structure is ihe responsibility of the builtling designer or owner of the trusses.For general guitlance repaMing design responsibililies,febricetion,qualfty control,storage, delivery,erection,lateral restraint and diagonal bracing,consuH ANSIlfPI 1,DSB-69 entl BCSI(Building Component Safety Information)available from ��u�nN�CLC SBCA at www.s�cindust .com. 'JOb Truss Truss Type �ty Ply 3102 3 car B1206140 5-GEC GABLE � � 15633148 Job Reterence(oolionall ProBuild Nlington,AAington,WA 9ffi23 7250 s May 11 2011 MiTek Intlustries,Inc. Fn Jun 22 07:54:03 2012 Page 1 - ID:MOuFVTwhNIkWNVwQMPNpjOzY6K2-?AtZ VEHaZEZHHSQKSe9wbPc?NBdBQ?eZJmYE0z3o81 i 21-0-0 42-0-0 43-4-� ' 21-0-0 21-0-0 1-43' Scale=1:70.5 Sx6 I I 5.00 12 ii 10 �2 3u6 % g 13 3�� 7 8 14 15 g i6 5 » 4 18 w 3 S S S S S S 19 2 S S 20 S S S S S S S S 1 21 oI 22]e 0 3x6= 3x6 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 = 3x6= i 42-0-0 � 42-0-0 1-4-3 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 027 Vert(LL) 0.01 22 n/r �20 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.18 Vert(TL) 0.03 22 n/r 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 Ho2(TL) 0.01 2'I n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:203 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structurel wood sheathing directly applied or 60.0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 140.0 oc bracing. OTHERS 2 X 4 HF Stud/Std'ExcepY WEBS 1 Row at midpt 1132 ST9,ST8:2 X 4 HF No2 REACTIONS All beanngs 42-0.0. Qb)- Mau Ho2 1=-94(LC 6) Max UpIiR All uplik 100 Ib or less atjoint(s)1,21,33,34,35,37,38,39,40,41,3�,30,29,27,28,25,24,23 Max Grav All reactions 2501b or less atjoint(s)1,32,33,34,35,37,38,39,40,31,30,29,27,26,25,24 except 21=290(LC 1), 41=452(LC 9),23=420(LC 10) FORCES (Ib)-Max.Comp./Man.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-41=-332/89,20.23=-317/82 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and righl exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard IndusVy Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires wntinuous bottom chord bearing. 6)Gable studs spaced at 2-0.0 oc. 7)This truss has been designed for a�0.0 psf bottom chord live load nonconcurtent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 1b uplift at joint(s)1,21,33,34,35,37,38,39,40,41,31,30,29 ,27,26.25,24,23. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �pSEPH p� �� r� � � �r O� �� June 22,2012 AWARNING-Veny design parameters and read notes on this Tniss Design Drawing antl inclutletl DrJ Reterence Sheet(rev.03-11�before use.Design valid for use with Mi7ek connector plates only.This design is based only upon parameters shown,and is tor an indi�ridual builtling component.Applicabiliry � of tlesign Daremeters and proper incoryoration of the component is responsibilily of building designer or owner of the irusses and installer.Lateral restraint designations s�own on individual web and chord members are for compression buckling only,not forbuikling stabilily bracing.Atltlitional temporary restrainV tliagonal bracing to insure stabilily dunng construclion is ihe responsibilily of ihe installer.Atlditional pertnanent builtling staDilily Dracing of the overall struclure is the responsibility of ihe building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,quality control,storage, tlelivery,ereccion,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Sefety Information)available from ��un(�C SBCA at www.sbcintlust .com. �� Job Truss Truss Type Qty Py 3102 3 car 15633149 B1206140 5-TR COMMON 4 1 � Job Reference�optional) ProBuild Arlington.Arlington,WA 98223 7250 s May 11 2011 MiTek Intlustries,Inc. Fri Jun 22 07:54:04 2012 Page 1 � I D:qaSdipxJBbsN?fVcw6v2FbzY6K1-TMRxCrEvLtMPuR1 cu990SpxeynlywponozV5mTz3o8H - -0 -6- 4 -0-0 1-4-3 7-53 6-9-6 6-9-6 6-9-6 6-9-6 7-5-3 -43 Scale=1:71.6 5x8= 5.00 12 5 6i� ' 6x6� 4 6 3x4 O 3x4 �i � 3 � � W 1 2 8 vI� 9 Iv 3x12 = 14 15 13 i6 �Z 17 11 18 10 3x12 = o 4x4 = 4x12 MT20H = 4x72 MT20H = 4x4= 4x8 = , 10-9-14 21-0-0 31-2-2 , 42-0-0 �1-4-3 42-0-0 1-4-3 Plate Offsets(X l�: f2:1-0.6 0.0.�41 f4:0.&0 Edpel f6:0.30 Edqel f8:1-0.8 0-0.141 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.77 Vert(LL) -0.56 12-14 >886 240 MT20 185N48 TCOL 10.0 Lumber Inaease 1.15 BC 0.94 Vert(TL) -1.01 12-14 >496 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr YES NB 0.40 Horz(TL) 026 8 n/a Na BCDL 6.0 Code IRC2009/TPI2007 (Matrix) Weight:162 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E'Except' TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brecing. BOT CHORD 2 X 4 HF 1650F 1.SE WEBS 1 Row at midpt 4-12,6-�2 WEBS 2X4HFStud/Std'ExcepP W3,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 2=2034/0-5-8 (min.436),6=2034/0.5-8 (min.03-6) Max Horz 2=-86(LC 6) Max Uplift2=-115(LC 5),8=-115(LC 6) FORCES (Ib)-Max.Comp./Marz.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-0206/173,3-0=-3807/146,4-5=-2685/138,5-6=-2685/138,6-7=-3807/146,7-8=-4206N74 BOT CHORD 2-14=-165/3776,14-15=�9/3097,13-15=-69/3097,1316=-69/3097,12-16=-69/3097,12-17=0/3097, 11-17=0/3097,11-18=0/3097,10.18=0/3097,&10=-79/3776 WEBS 3-14=-471/137.4-14=0/669,4-12=-961/'139.5-'12=-'14/'1512,6-12=-961/139,6-10=0/689,7-10=-471/137 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right e�cposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This Vuss has been designed for a live load ot 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members,with BCDL=B.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)except Qt=1b)2=1�5,8=115. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. LOAD CASE(S) Standard �pS�H p� �� r�p 0 � � � O� �� June 22,2012 AWARNING-Veriry Oesign parameters and read notes on ihis Truss Design Drawing antl inclutletl DrJ Reference Sheet(rev.0311')betore use.Design valid for use with Mi7ek connedor plates onty.This design is based only upon parameters shown,antl is for an inCivitluel building component.Applicabiliry , ot tlesign parameters and proper incorporation of the component is responsibilNy of building designer or owner of the trusses and installer.Laterel restraint tlesignations shown on individual web and chortl members are for compression buckling only,not forbuilding stabilNy bracing.Atltlitional temporary restrainU tliagonal bracing to insure stabilily Aunng construdion is ihe responsibilfty of the installer.AAtlilional permanenl building stability bracing of the overall structure is the responsibility of t�e builtling tlesigner or owner of the trusses.For general guitlance regardinq design responsibilities,fabricetion,quality wntrol,storage, w tlelivery,erection,lateral restraint antl tliagonal bracing,consull ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Sa(ety Information)available from ��V�nNALLC SBCA at www.sbcindust .com. Job Truss Truss Type �ty Ply 3102 3 car B1206140 STRA COMMON 8 � 15633150 � Job Reference(ootional) ProBuild lvlington,AAington,WA 98223 7250 s May 11 2011 MiTek Industnes,Inc. Fri Jun 22 07:54:04 2012 Page i ID:qaSdipxJBbsN?fVcw6v2FbzY6K1-TMWcCrEvLtMPuR1cu990SpxdKnHlwpgnozV5mTz3o8H .1-43 7-5-3 14-2-10 21-0-0 27-9-6 34-6-13 42-0-0 1-4 3 7-5-3 6-9-6 6-9-6 6-9-6 6-9-6 7-53 Scale=1:70.9 5.00 �y Sx8 = 5 6n6% 6u6 � 4 6 3x4�� 3x4 �i 3 � � � W 1 8 2 vI� I¢ � 3xi2 = 13 14 12 15 �� 16 10 17 9 3x12 = o 4x4= 4xi2 MT20H= 4x8 = 4x12 MT20H= 4x4 = , �as-�a z�-o-o , s�-z-z az-o-o , 1-4-3 42-0-0 Plate Offsets(X Y1: f2:1-Of 0.0.141 f4:0.&0 Edqe1 f6:0.30 Edpel f8:1-0.6 0-0.141 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.57 11-13 >877 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -1.02 11-13 >490 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr YES NB 0.40 Horz(TL) 0.26 8 n/a n/a BCDL 6.0 Code IRC2009/TPI2007 (Matrix) Weight:160 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE'Except' TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 HF No2 BOT CHORD Rigid ceiling direcLy applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF 1650F 1.5E WEBS 1 Row at midpt 4-11,6-11 WEBS 2X4HFStud/Std'ExcepH W3,W4:2 X 4 HF No2 REACTIONS (Ib/size) 2=2041/0-5-8 (min.0.36),8=1925/Mechanical Ma�c Horz 2=94(LC 5) Ma�c Uplik2=-115(LC 5),8=-72(LC 6) FORCES (Ib)-Max.Comp./Marz.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-4224/174,3-4=3825/146,4-5=-2702/140,5-8=-2702/138,6-7=3864/156,7-8=-4282/187 80T CHORD 2-13=-173/3792,'13-14=-77/3113,12-14=-77/3113,'12-15=-77/3113,1'I-15=-77/3113,11-16=-8/3130, 10.16=-8/3'130,'1417=-8/3130,9-'17=-8/3130,8-9=-'I'13/3857 WEBS 3-13=-471/137,4-13=0/669,4-11=-961/139.5-11=-15/1525,6-t 1=-981/142,8-9=0l705,7-9=-507/144 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; entl vertical left and right exposed;Lumber DOL=�.33 plate grip DOL=1.33 3)All plates are MT20 plates unless othenvise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members,with BCDL=B.Opsf. 6)Refer to girder(s)for truss to truss wnnections. 7)Provide mechanical connection(by others)ot truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8 except Qt=1b)2=115. 8)This truss is designed in acwrdance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIliPI�. LOAD CASE(S) Standard ��pS�H p� ,� a r� � � � o� ��.�' June 22,2012 AWARNING-Veriry tlesign parameters antl reatl notes on ihis Truss Design Drawing and inGuded DrJ Reference Sheet(rev.0311')before use.Desi�n valid for use with MiTek conneclor plates only.This design is based only upon parameters shown,antl is for an intlividual building component.Applicability , ot tlesign parameters antl proper incorporation of ihe component is responsibility of building designer or owner otthe trusses antl installer.Laterel restraint designations shown on indi�ridual web and chortf inembers ere for compression buckling only,not forbuilding stabilRy bracing.Atltlitional temporary rest2inU tliagonal bracing to insure stabildy during construclion is the responsibilily of the installer.Addilional permanent building staDildy Dracing of the overall struclure is the responsiDility of the builtling designer or owner of ihe trusses.For general guidance regarding design responsibilities,fabricetion,qualily control,storage, delivery,erection,laterel restraint and diagonal bracing,consuM ANSIRPI 1,DSB-89 anA BCSI(Builtling Component Safety Information)available from ��u�nN�LLC SBCA at wwwsbcintlust .com. Job Truss Truss Type Oty Ply 3102 3 car 81206140 5-TRB COMMON 3 � 15633151 � JoD ReTerence(oMional) ProBuiltl Fvlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Intluslries,Inc. Fri Jun 72 07:54:05 2012 Page 1 - ID:qaSdipxJSbsN?fVcw6v2FbzY6K1-xY?JPBFY6AUGVWbpStgd?OUo08dUfGvxOdFfJvz3o8G � 7-53 14-2-10 21-0-0 27-9-6 34-6-13 42-0-0 ' 7-5-3 6-9-6 6-9-6 6-9-6 6-9-6 7-53 Scale=1:69.6 Sx8 = 5.00 12 4 6�c6 � 6�c6� 3 5 3x4 �� 3x4 �i °i p W3 VJd 6 W i � 1 vI le � 3x12 = 12 13 11 14 �O 15 9 i6 8 3x12 = d 4x4= 4x12 MT20H= 4x8 = 4x12 MT20H- 4x4 - i 10-9-14 , 21-0-0 31-2-2 42-0-0 i 42-0-0 Plate Offsets(X,Y1: f1:1-0-6,0.0.141,f3:0.30 Edae1 f5:Q30 Edge1 f7:1-0.6 0-0-141 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) VdeFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.57 10.12 >879 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.98 Vert(TL) -1.02 �0.12 >491 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr YES WB 0.40 Horz(TL) 0.27 7 n/a n/a BCDL 8.0 Cotle IRC2009lfP12007 (Matrix) Weight:1581b FT=20% LUMBER BRACING TOP CHORD 2 X 4 Hf 1650F 1.SE'ExcepY TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF 1650F 1.SE WEBS 1 Row at midpt 3-�0,5-10 WEBS 2 X 4 HF Stud/Std'6ccepC W3,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 1=1932/Mechanical,7=1932/Mechanical Max Ho2 1=74(LC 5) Max Uplift 1=-72(LC 5),7=-72(LC 6) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4300/187,23=3882/156,3-4=-2720N41,4-5=-2720/141,5-6=3882/'I56,6-7=-4300/187 BOT CHORD 1-12=-'187/3873,12-13=-82/3146,11-13=-82/3146,11-14=-82/3146,10-14=-82/3146,10.15=-9/3146, 9-15=-9/3146,9-16=-9/3146,&16=-9/3146,7-8=-114/3873 WEBS 2-12=-507/144,3-12=0/705,3-'10=-98'I/'142,4-10=-16/1537,5-'10=-981/142,5-8=0l705,6-8=-507/144 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 5)•This truss has been designed for a live loatl of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 witle will ft between the bottom chord and any other members,with BCDL=B.Opsf. 6)Refer to girder(s)for truss to truss wnnecfions. 7)Provide mechaniral connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)1,7. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.�1.�and R802.10.2 and referenced standard ANSIlfPI�. LOAD CASE(S) Standard 4.��SEPH D�i' r� � � � � �� June 22,2012 AWARNING-Veri(y design parameters entl read notes on this Truss Design Drawing antl inGutled DrJ Reference Sheet(rev.03-17�before use.Design valitl tor use with MTek conneclor plates only.T�is tlesign is basetl only upon parameters shown,and is tor an intliMtlual Duilaing component.Applicabiltty , of tlesign parameters and proper incorporation of the component is responsibilRy of building designer or owner ott�e trusses and installer.Lateral restraint designations shown on intlivitlual web antl chord members are tor compression Duckling only,not torbuilding stabilily bracing.Atltlitional temporery restrainV tliagonal bracing to insure stability during construclion is the responsibilily of the installer.Additional permanent builaing stabildy brecing ot ihe overall siruclure is the responsiDility of ihe building tlesigner or owner of ihe lrusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Satety Infortnation)available from wifuBu�nNv�LC SBCA al wwwsbcintlustry.com. vvi�a �Job Tmss Truss Type Qty Py 3102 3 car 15633152 B1206140 5-TRC COMMON 4 1 Job Reterence footionall ProBuild Arlington,Arlington,WA 98223 7250 s May 11 2011 MiTek Industries,Inc. Fn Jun 22 07:54:05 2012 Page 1 ID:qaSdipxJBbsN?fVcw6v2FbzY6K1-xY?JPBFY6AUGWbbpStgd?OUo3BdXfGvxOdFfJvz3oSG � 7-&3 14-2-10 21-0-0 27-9-6 34-6-13 42-0-0 43-4-3� 7-5-3 6-9-6 6-9-6 6-9-6 6-9-6 7-53 1-4-3 Scale=1:70.4 5x8 = 5.00 12 4 6�' 6x6� 3 5 3x4 �� 3x4 �i °i Z VJ3 N3 6 1 1 7 �}] e Ia 3x12 = 13 14 12 15 �� 16 10 17 9 3x12 — � 4x4 = 4x12 MT20H = 4x6 = 4x12 MT20H= 4x4 = , 10.9-14 , 21-0-0 , 31-2-2 , 42-0-0 � 42-0-0 �3 Plate Offsets(X l�: f 1:1-0-6 0.0.141 f3:0.30 Edgel f5:0.&0 Edge1 f7:1-0.6 0.0-141 l.OADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.57 9-11 >877 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.98 Vert(TL) -1.02 9-11 >490 180 MT20H 139/111 BCLL 0.0 ' Rep SVess Incr YES WB 0.40 Horz(TL) 0.26 7 n/a n/a BCDL 6.0 Code IRC2009lfP12007 (Matrix) Weight:1601b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E'ExcepY TOP CHORD Strudural wood sheathing direcUy applied or 2-2-0 oc purlins. T2:2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brecing. BOT CHORD 2 X 4 HF 1650F 1.5E WEBS �Row at midpt 3-t t,5-11 WEBS 2 X 4 HF Stud/Std'Except` W3,W4:2 X 4 H F No.2 REACTIONS (Ib/size) 1=1925/Mechanical,7=2041/0-SB(min.0.&6) Max Horz 1=-94(LC 6) M�Uplift 1=-72(LC 5),7=-115(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4262/187,23=3864/156,3-4=-2702/138,4-5=-2702/140,5-6=3825/146,6-7=-4224/174 BOT CHORD 1-13=-179/3857,13-14=-74/3130,12-14=-74/3130,12-15=-74/3130,11-15=-74/3130,11-16=0/3113, 10.16=0/3'I'13,10.17=0/31'13,9-'17=0/3'113,7-9=-79/3792 WEBS 2-13=-507/144,3-13=0/705,3-11=-981/142,4-11=-15/1525,5-11=-961/139,5-9=0/669,6-9=-071/137 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end veRical left and righl exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 5)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit behveen the bottom chord and any other members,with BCDL=B.Opsf. 6)Refer to girder(s)for truss to truss connecGons. 7)Pmvide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib uplik at joint(s)1 except Qt=1b)7=115. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sec[ions R502.11.'I and R802.10.2 and referenced standard ANSI/TPI�. LOAD CASE(S) Standard ��pS�H p� r 4� o� � � � � �� June 22,2012 A WARNING-Verify tlesign parameters and reatl notes on ihis 7russ Design Drawing and inGutletl DrJ Reterence Sheet(rev.03-11�betore use.Design valitl(or use with MiTek conneclor plates only.This tlesign is based only upon paramelers shown,and is tor an indi�ritlual builAing component.Applicabiliry , of design parameters and proper incorporation of the component is responsibili[y ot DuiWing tlesigner or owner of lhe trusses and installer.Laterel restraint designations shown on individual web antl chortl memDers are tor comD�ssion buckling only,not forbuilding stabilily bracing.Additional temporary restraintl diagonal bracing to insure stabilAy tlunng consWCtion is the responsibilRy of Me installer.AddNional permaneM building slabildy bracing of the overall stmclure is the responsibilily oithe building designer or owner ot the trusses.For general guitlance regaNinp tlesign responsibildies,fabrication,qualNy control,storage, w delivery,erection,leteral restraint antl tliagonal bracing,consutt ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)available�rom ��u�nHw LLC SBCA at www.sbcindust .com. IJob Truss Truss Type �ty Ply 3102 3 car 15633153 61206140 E-1 JACK 6 1 Job Reference o liona ProBuild Arlington,AAington,WA 98223 7250 s May 11 2011 MiTek Industries,Inc. Fri Jun 22 07:54:05 2012 Page 1 I D:qaSdipxJ8bsN?tVcw6v2FbzY6K1-xY?JPB FY6AUGWbbpStgd?OUytBnRflvlDxOdFfJvz3o8G i -1-0-0 4-5-8 i ' 1-0.0 4-58 Scale=1:N.1 3 4.00 12 T1 2 � 1 81 d� 3x4 \\ 4 i 4-5-8 , � 1-0-0 45-8 Plate OHsets(X l�: f2:0.1-8 0.3141 LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.02 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.04 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009RPI2007 (Matrix) Weight:�2 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Struclural wood sheathing directly applied or 4b8 oc puAins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS (IWsize) 3=127/Mechanical,2=271/0.S8 (min.0-1-8),4=32/65-8 (min.0.1-8) Ma�c Horz 2=51(LC 3) Max Uplik3=33(LC 3),2=-43(LC 3) Max Grav 3=127(LC 1),2=271(LC 1),4=72(LC 2) FORCES (Ib)-Max.CompJMau.Ten.-All forces 250 Qb)or less except when shown- NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;wntilever left and right exposed; end vertical leR and right e�cposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. LOAD CASE�S) Standard �pSEPH O�1' �� r�p 4 � � � O� o'�� June 22,2012 AWARNING-Verity tlesign parameters and read notes on t�is Truss Design Drawing antl inGutletl DrJ Reference Sheet(rev.0311')betore use.Design valid for use with MTek conneclor plates only.This design is based only upon parameters shown,and is tor an indi�ridual building component.Applicability � of tlesign parameters antl proper incorporation of the component is responsibility of buiWing tlesi8ner or owner of the irusses antl installer.Lateral restraint designations shown on indivitlual web and chortf inembers are for compression buckling only,not torbuilding stabildy bracing.Atltlilional temporary reslreint/ diagonal bracing to insure stabilily during conslrudion is the responsibility of ihe installer.Addilional permanent building stabilNy bracing of the overall structure is ihe responsibilily of the building designer or owner of ihe trusses.For general guidance regarding design responsibilities,fabncation,quality control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consull ANSI/7PI 1,DSB-89 and BCSI(Building Component Safety Information)available from ��I.��n L�C SBCA at wwwsbcindust .com. V �� 'JOb� Truss Truss Type Qty Py 3102 3 car 15633154 81206140 E-1S GABLE 1 1 � Job Reference(optionah ProBuiltl Arlington,AAinglon,WA 98223 7250 5 May 11 2011 MiTek Industries,Inc. Fn Jun 22 07:54:06 2012 Page 1 , ID:qaSdipxJBbsN?fVcw6v2FbzY6K1-PIZidXGAtUc781A?OaBsYE17Sb7gOpT4FH_CrLz3o8F i -1-0-0 4-5-8 ' 1-0.0 4-5-8 � Scale=7:11.1 3 2x4 I I 4 4.00 12 T1 ST1 2 � 1 81 3x4 = 2x4 II 5 , 4-5-8 1-0-0 4-5-8 Plate Offsets(X.l�: f3:0.2-0,0.0.41 LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 020 Vert(LL) -0.02 2-5 >999 240 MT20 �85N48 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.64 2-5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:131b FT=20q LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4S8 oc purtins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling direclly applied or 10.0.0 oc brecing. OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=260/0.5-8 (min.0-1-8),5=32/0-5-8 (min.0.1-8),3=�54/Mechanical Max Horz 2=53(LC 3) Max Upliit2=-40(LC 3),3=38(LC 3) Max Grav 2=260(LC 1),5=72(LC 2),3=154(LC�) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;6cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the tivss only. For sluds exposed to wind(normal to fhe face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reclangle 3-6-0 lall by 2-0-0 wide will fit belween the boriom chord and any other members. 6)Refer to girder(s)for truss to truss wnnecGons. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplitt atjoint(s)2,3. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.'I'I.'I and R802.10.2 and referenced standard ANSIRPI 1. LOAD CASE(S) Standard �pSEPH p�i' -�� a r�? � � � � o� ��,�.�' June 22,2012 AWARNING-Veriry design parameters and read notes on this Truss Design Drawing antl inclutletl DrJ Reference Sheet(rev.03-11�before use.Design valid(or use with MiTek conneclor plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability , of design parameters antl proper incorporation of the component is responsibilily ot building designer or owner of ihe trusses and installer. Lateral 25lraint designations shown on intli�ritlual weD antl chortl memDers are for compression buckling only,nol forbuilding stability bracing.Atltlitional temporary restrainU diagonal bracing to insure stabilily during construdion is the responsibildy of the installer.AOd"Rional pertnanent building stability bracing of the overall stniclure is ihe responsibility of the builtling tlesigner or owner of the trusses.For general guitlance regarding Oesign responsibililies,fabrication,qualtty control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from CQ�u�nN�LLC SBCA at www.sbcindust .com. Job Truss Truss Type �ty Ply 3102 3 car 81206140 E-2 JACK 4 � 15633755 Job Reterence(ootionall ProBuild Arlington,Arlington,WA 98223 7.250 5 May 11 2011 MiTek Induslries,Inc.Fri Jun 22 07:54:06 2012 Page 1 - ID:Im00w9yxvv_Ecp4oTqQHopzY6K0-PIZidXGAtUc781A?OaBsYE18Db6_OpT4FH_CrLz3o8F � -1-0-0 2-0-0 &5-8 1-0-0 2-0-0 1-5-8 Scale=1:9.7 3 m � 4.00 12 ','` � T1 2 � � B1 a 3x4 \� 4 i 2-0-0 � 1-0-0 � 2-0.0 1-5-8 Plate Ofisets(X l�: f2:0-1-8 0.&141 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 VeA(LL) -0.00 2 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:8lb FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0.0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc brecing. REACiIONS (IWsize) 3=99/Mechanical,2=212/0-58(min.0.1-8),4=15/0-5-8(min.0.1-8) Ma�c Horz 2=42(LC 3) Ma�c Uplik3=-25(LC 3),2=-43(LC 3) Max Grav 3=99(LC 1),2=212(LC 1),4=34(LC 2) FORCES (Ib)-Max.Comp./Ma�c.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;6cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right ezposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft belween the bottom chord and any other members. 4)Refer to girder(s)for Vuss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik at joint(s)3,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �pSEPH O�i' 4� ��'�'C r� 0 9� � �O � �►,�,�.�° June 22,2012 AWARNING-Veriry tlesign parameters and reatl notes on this Truss Design Drawing and included DrJ Reference S�eet(rev.03-11�before use.Design valitl for use with MTek conneclor plates onty.This design is based only upon parameters shown,and is for an indiMdual building component.Applicebiliry , of tlesign parameters and proper incoryoration of the wmponent is responsibilRy of buiWing Oesipner or owner ott�e trusses and installer. Lateral restraint �� designations shown on individual web antl chord members are for compression buckling only,not torbuikling stabiliry bracing.Additional temporary restrainV V diagonal bracing to insure stability during constniction is lhe responsibilily ot t�e installer.Additional pertnanent building stabilily bracing of ihe overall siructure is the responsibility of the building designer or owner of the irusses.For general guidance regarding Uesign responsibililies,febrication,qualily control,storage, delivery,erection,lateral resiraint antl tliagonal bracing,consuM ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Intormation)available from nO��u^��C SBCA at www.sbcindust .com. V /�K Uob Truss Truss Type Qty Py 3102 3 car 15633156 81206140 E3 JACK 6 1 Job Reference o tiona ProBuiltl Arlington,Ariinglon,WA 98223 7250 s May 11 2011 MiTek Intlustries,Inc. Fri Jun 22 07:54:06 2012 Paqe 1 ID:Im00w9yuvv_Ecp4oTqQHopzY6K0-PIZidXGAtUc781A?OaBsYE190bB10pT4FH_CrLz3o8F i -1-0.0 1'11'8 �� _p_p 1-11-8 Scale=1:7.2 3 ,.,`\. 4.00 �2 � ,*:_i '_ 2 T1 � 81 4 3x4 \\ 1-11-8 —� �_p_p 1-11-8 Plate OfFsets X : 2:0-�-8 0.314 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) VdeFl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease �.�5 BC 0.07 Vert(Tl) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:61b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structurel wood sheathing directly applied or 1-1'I-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. REACTIONS (Ib/size) 2=174/0-5-8 (min.0.1-8),4=15/0-5-6 (min.0.�-8),3=45/Mechanical Max Horz 2=30(LC 3) Max Uplift2=39(LC 3),3=-9(LC 3) Ma�c Grav 2=174(LC�),4=34(LC 2),3=45(LC 1) FORCES pb)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wnd:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 3)`This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ht belween the boriom chord and any other members. 4)Refer to girder(s)for truss to truss wnnections. 5)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding�OO lb uplifl atjoint(s)2,3. 6)This truss is designed in accordance with the 2009 Intemational Resitlential Code sections R502.11.1 and R802.102 and referenced slandard ANSIlfPI 1. LOAD CASE(S) Standard �s�rH o� 4�� '��r� o,x � � �O �� June 22,2012 AWARNING-Veriry Oesign paramelers antl reed notes on this Truss Design Drawing antl includetl DrJ Reference Sheet(rev.03-11)before use.Design valitl for use with MiTek connector plates only.This tlesign is basetl only upon parameters shown,and is for an indiviaual building component.Applicability , of design parameters and proper incorporetion oi t�e component is responsibiltty of builtling designer or owner of the irusses antl installer.Lateral resirain� tlesignations shown on intlividual web and chord members are(or compression buckling only,not torbuiltling stabilily bracing.Atltlitional temporary restrainU tliagonal bracing to insure stabilily during construclion is ihe responsi�ility of the installer.Addilional permanent building stabiltty bracing of the overall stnicture is t�e responsibilily of ihe builtling designer or owner of the trusses.For general guidance regarding design responsibililies,fabrication,qualNy control,storage, ^ tlelivery,erection,lateral restraint antl tliagonal bracing,consutt ANSI/TPI t,DSB-89 and BCSI(Buikling Component Safety Information)availaDle trom ��u�nNK LL�' SBCA at wwwsbcintlust .com. - W� D ; W � � . � N� ' �='°' �z.,c D -' � D o � D .. � �'� � � v m �� m � � y Z � ^ y � O I I O C � � � rn p p � n � � "' � c(DQQ p (� � 7 A _ ~ O � Qaa�mo c', Z � °' o � N � �CD � � C>> !". /� m � Z ��Q Q� (n� Q 7 " � �7 V• � (� � n ~ � � T P� C� D 0 0� (D Qo (�Q 7 C Q C Q CD ��G C1 r ?O �.� � N �� in' �- Q � �� in � Z Qo'00 ] N � �y"-66n (Q"6XQ � � OQ(D � C � c �^ � (pA �� C�D �� p �QO3a� � � ooQ � �.� n c�u � N � � � �� m x ��N � m o � a-afl �cQ 3 �� m y � � c, � Q3 0 or.> ,�� .Q O �c Q � � cn � .� o � 70 °-� Q � o�-6 ��oo Q'm �� p 3� Q � °Q Qao ya�, � �y `° Q rn �� -6 -am� .„ � �, 5m z 2 °�NWo �. � p� Q o-�� Z Q ° � � �. o�Q •" oQ �om °-ci�o y � �� QQa�• �� , o �oo � °Qao 3 c�oQ � o �-Q�Q�. � Q�� No Q•�'os aoca ° 03� �' u oc� °c ? �°:Q°' O vx�• � co o � m �� -a 7 F � N p 3",� ' � Z ma° oo c�< � ° c�� ° ° �Q-a ° �m mQ �X � -� � °n�.Q � mQO� . o _ N �, � � c� � Q » � � o� m a� � Q _.� Q o om X co _. c m c S �Q � � " � cp -�� o �Q . -- � � Q �Q Q N � � � O �� n.SO '^ 7 � (p -+ � O �z��m„ n � �_ _�� TOPCHORD J � ' �AO� n O 30 �Oz °° c�-e � O�A nlCy � oo�c�i+W v' � 7Oy �GD � N A• ''a � �D =7O � C O A N r m � P � NiZ W cmi� � n �Zp y� n �� N —' A � � �O��A .. 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