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8641H Truss Drawings , CONSUiT1NG czc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1303461 MiTek 20/20 7.2 NHD 8641 H Plan 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 WAI. Pages ar sheets covered by this seal: I6584016 thruI6584028 My license renewal date for the state of Washington is May 18,2014. ImpoRant 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 vaiues(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 Committee in accordance with the latest edition of ANSIITPI 1 Section 6.3. �� b� � �� ..�+� 4'� ��„�'O '�1��,'A`�' � �� ai � �� April 4,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.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 accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. �� - ° ,.,,, „�, � ,� � � � � scatt � T�.,TK.,�.:�m := �." ��a�,��F��., � ,,�;��.� � �.:_....__ i NHD 8641 H 2-CAR � _ ao-oo-oo � � STARTLAYOUT 24"O.� � i i U �'; CO 5 2F 3F _ . 41 i I I o � I o I � I � � ' I I i ' � ; i o i, ,:I � � I 0 I 4 � q � < 4 j �k � � � � BP 8�2 BP2 BP2 B 2 BP��BP3.. � i ' � I I i I ' I � i Loading TCLL=30 psf I i � g TCDL=10 psf i I BCDL=8 paf � a� t aPi e�� eat s ��ePii eP� � Pitch:5/12 I .wri R Ru i Tails:l8" 4 0 : ._... ,;T E4�2 803 LUS 9 BE4�2) ; o � Wind Load �°4� � noz 4 soz � 85 MPH I not � � EXP B ��___— eoi � GARAGE 14-00-00 6-00-00 r-----1— --Y 20-00-00 20-00-00 � SAVED AT:61303461 �_ ao-oo-oo____ DRAWN BY:RM I � • I , �__ • --- —------ _- -- - F- -,— __ _- -.- --- ----- — -- — — --- — - -_. --- — I �S IS A TRUSS PLACEMENT DIAGRAM ONLY. TitU55 i.OlwixG 20815 67th Ave NE ese tn�sses are desi�ed as individual bwlding � omponents to be inmrporated inro the building design TCLL(PSF):25 P R Q S u�I d Arlington,WA 98223 the spaiGcation ofthe bwlding designer See the TCDL PSF•10 dividual design sheets for each truss design identi8ed ( )• Phone: 1-360-925-4155 n the placement drawing.The bwiding des�gner is BCLL(PSF):0 � UILDER: ATE: 'CALE: esponsible for temporary and permanent bracmg of th �OL(PSF):8 NTS oof and floor syscem and for the overall structure The sign of the truss support structure including headers, TL(PSI�:43 nns,walls,and colwrns is the responsibiGty of the ROJECC: RAW N OB#: wlding designer.For general gwdance regarding w'�nd Speed:85 B Y� RM racing,consult'Bracing of wood tnases"available LL DEFL:U240 om the Truss Plate Institute,583 D'OniBio Drive; � �� --__._—_._____.._---- ._. _._----� --------- -------- ��, .._ ----� I DDRESS: I � -�---------�-----._---- --.___ .__._- ----._____.----- --------f ._L--------� �pb Truss Truss Type �ty Py NHD 8641 H Plan 165&4016 B1303461 A01 GABLE � � 7250 s May 11 2011 MTek Induslries,Inc.Thu Apr 04 14:1321 2013 Page 1 ProeuildArlington,Ar�ington,WA98223 ID:DRaeu LZAciFIt8LdY5eXlzU61G-fXmGC3?4oqerEAsNSC3x6Er9y4ixAw2VoAvUSxzU44i 14• 0 156-0 _�_�� 7-0.0 �_a� 1-8-0 1-6-0 �"�-� Scale=127.5 Sxe II 3 10x10 % 10x10 � 5.00 12 x4 I I 2x4 I I 4x4 % 4x4� 4x4 % 4x4� 3-5 13 -8 '6 1 -1 � 1 1 4 2 � 2-4 s � � sX�o = 2x4 II 2x4 II 6 2x4 II 2x4 2x4 II 6x10= �-o-o ia-ao �•o-a 7-0-° Plate Offsets X Y: 2:0.&2 Ed e 4:0.3-2 Ed e 8:4-10.11 0.1-12 12:4-10.14 0-2-4 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.06 4-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.14 4� >999 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.14 Horz(TL) 0.02 4 Na n/a yyeight:84 1b FT=20% BCDL 8.0 Code IRC2009/TPI2007 (Malrix) LUMBER BRACING TOP CHORD 2 X 4 HF No1 TOP CHORD Slructurat wood sheathing direclly applied or 8-0.0 oc puAins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly app�ied or 140.0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=788/0.5-6 (min.0.1-8),4=788l0.S8 (min.0-1-8) Ma�c Ho2 2=-37(LC 6) Max Uplift2=J2(LC 5),4=•72(LC 8) FORCES (Ib)-Mau.Comp.Mlax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-948/3,34=-948/3 BOT CHORD 2-6=0/775,48=0/775 WEBS 3-6=0/303 NOTES 1)Unbalanced roof live loads have been considered Por 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;cantilever left and right exposed; end verliwl le(t 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 expased 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)Gable studs spaced at 1-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent 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 fit between the botlom chord and any other members. 7)Provide mechanical connec6on(by others)of Wss to bearing plate capable of withstanding 72 Ib uplift at joint 2 and 72 Ib uplift at joinl4. 8)This truss is designed in acwrtlance with the 2009 Intemational Residential Code sections R502.11.1 end R802.102 antl referencetl standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l.OAD CASE(S) Standard �a�� 4�a�� .�� I�� April 4,2013 AWARNING-Verify desipn parameters and rea0 notes on this Truss Design Drawing antl included DrJ Reference Sheet(rev.03-11�before use.Desipn , valid for use with MiTek conneclor plates only.T�is desipn is based only upon paramelers shown,and is fof an individual buiWinp component.Applitabilily of desipn paremeters and proper incorporatbn ot the component is responsibility of building designer or owner of lhe trusses and installer. Laterei reslreint designalions shown on individual web and chord memDers are for compression buckting only,not forbuilding stabil8y bracinp.Additional temporary restrainV diagonal Dracing to insure staDility during construdion is the responsibility of the instalier.Additional pertnanent builtling stabilily Drecing oi the overall sirudure is the responsibitity af the building deslgner or owner ot lhe t�usses.For generel guiCance regarding despn res0onsiDililies,fabricaUon,qualily wntrol,storage, delivery,erection,lateral reslraint and diagonal Dracing,consult ANSVTPI 1,DS&89 and BCSI(Building Componenl Safely Infortnation)available from CONSULTIIYG LLC SBCA at www.sDCindust .com. Job Tfuss Tfuss Typ2 Qly Ply NHD 8841 H Plan 18584017 81303481 A02 COMMON TRUSS � � Job Reference o tional ProBuild AAington,Arlinglon,WA 98223,ListJ 7250 s Aug 25 2011 MTek Intlustries,Inc.Thu Apr 04 12:38:32 2013 Page 7 ID:DRaeu_LZAciFIt8LdY5eXLzU61G-yJM9 Oj5ZLqDSwaEfBAo3nklmo33kzg7caJzH��UO5Tb 9-ao �_o.o �a-o-o _�$_o �_o_o �-s-o �-o-o Scale=125.5 4x4 I I 3 5.00(12 4 2 � � � 5 2x4 I I 4X4= 4x4= 9-0.0 9-0-0 �-ao ia-o-o �__ �-o- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.98 Vert(LL) -0.06 2-5 >999 240 MT20 1851148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.15 2-5 >999 780 BCLL 0.0 ' Rep Stress Incr Yes WB 0.14 Horz(TL) 0.02 4 n/a n/a Weight:39 Ib FT=20% BCDL 8.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied. 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 Slud/Std REACTIONS (ib/size) 4=641I0-5-8 (min.0-1-5),2=797I0.5-8 (min.0-1-8) Max Horz2=48(LC 5) Max Uplift4=-23(LC 6),2=73(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-936/13,3-4=-907/6 BOT CHORD 2-5=0/753,4-5=0/753 WEBS 3-5=0/302 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 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 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 3-&O tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 23 Ib uplift at joint 4 and 73 Ib uplift at joint 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 ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixNy model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��R �"� �� o� � � �� I►L'� April 4,2013 AWARNING-Verify dasign paremeters and read notes on ihis Truss Design Drawing antl inGuded DrJ Reference Sheet(rev.03-11�before use.Design , valid for use wit�MiTek connector plates onty.This design is based only upon parameters shown,antl is for an individual building component.Applicebilily of design parameters antl proper incorporation of the component is responsibildy of building tlesipner or owner of the trusses and installer.Lateral restraint designations shown on inCividual web and chord members are for compression buckling only,not forbuilding stability brecing.Additiona�temporary reslrainU diagonal brecing to insure stabiliry during construdion is the responsiDility of the installer.Atldilional permanent building stabilKy bracing otthe overall struaure is the responsibiliry of the buiiding designer or owner of the trusses.For general guidance reaarding desipn responsibilities,fabrication,qua�ily control,storage, COaisifLnN{f LLC delivery,erection,laleral res�raint and diagonal bracing,consutt ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from �� V SBCA at www.sbcindust .com. TNSS T e �ty Ply NHD 8841 H Plan Job Truss YD 18584018 B1303461 B01 Common Truss � � Job Reference o 6onal ProBuild Arlington,A�lington,WA 98223.ListJ 7250 s Aug 25 2011 MRek Intlustries,Inc.Thu Apr 04 12:38:34 2013 Page 1 ID:DRaeu_LZAciFIt8LdY5eXLzU61G-uiUvP41M5z4xhDkcmcDG9CpJhcocCvh�4uo3L3zU5TZ zao-o z�-a-o .�$_0 s-�'� 10'0'0 �Q_�_� 7-8-0 �_8_0 10-0-0 Scale=1:37.8 4x4 I I 8 7 9 5.00 12 g 10 17 5 12 4 13 3 14 z ,5 Id � 3x4= p6 25 24 23 22 21 20 19 18 17 16 3x4= e-ao zo-o-o o•o- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 t5 nlr 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -O.Ot 15 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 14 n/a n/a yyeight:84 Ib FT=20% BCDL 8.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 1 a0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 20-0-0. (Ib)- Max Horz2=-49(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,14,22,23,24,25,26,20,19,18, 17,16 Max Grav All reactio�s 2501b or less atjoint(s)21,22,23,24,25,20,19,18, 17 except 2=289(LC 1),14=289(LC t),26=266(LC 9),16=266(LC 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=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever lefl and right exposed;end vertical lefl 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(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSIlTPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires wntinuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 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 connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,14,22,23,24,25, 26,20,19,18.17,16. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. � x+_ 11)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. {TU ��.��,� S' '�� LOAD CASE(S) Standard � �'� +�`� � � � � �� April 4,2013 AWARNING•Verity design parameters and reaA notes on this Truss Design Drawing antl included DrJ Reference S�eet(rev.03-11�before use.Design � valid for use with MiTek connector plates onty.This desipn is based only upon paremeters shown,end is for an individual building tomponenl.Applicability of design parameters antl proper incorporation of the componenl is responsibilily of building designer or owner of the trusses end installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuiltling stabil�y bracing.Additional temporery resirainU tliagonal bracing to insure slabiliry during construction is lhe responsiDility of the installer.AtlAilional permanent building s�abilily bracing ot the overall stniclure is the responsiDlliry of the building designer or owner of t�e�russes.For general guidance regarding design responsibiiities,fabrication,qualKy coNrol,storage, CONSULT/NG LLC tlelivery,eredion,lateral restraint antl diagonal bracing,wnsWt ANSVTPI 1,DSB-89 and BCSI(Building Component Safety Information)available trom SBCA at www.sbcindust .com. T�uSS T e Qty Ply NHD 8841 H Plan Job Truss YP tsssao�s 87303481 B02 CommonTruss � � Job Reference o tional ProBUild AAington,Arlington,WA 98223,Lisq 7.250 s Aug 25 2017 MiTek Industries,Inc.T�u Apr 04 12:38:35 2013 Page 1 I D:DRaeu_LZACiFIt8LdY5eXLzU61 G-Mu2HdQm_sGCoJNJpKJkVh�MOd00j�C�Vc�IYYduWzU5TY 9-0-0 g_��_g 10-0-0 13-0-8 20.0-0 21-8-0 -1-8-0 8-11-8 1-8-0 1-8-0 8'11"8 3 0-8 3 0 8 Scale=137.8 4x4 I I 4 2x4�� 2x4�/ 5.00 12 5 3 6 z � la � a 4x4= 4x4= 3x8 = e-ao e-ao �ao-o zo-o-o � � - Plate Offsets X Y: 2:a2-6 40-2 s:a2-s aaz LOADiNG(ps� SPACING 2-0-0 CSI DEF� in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.50 Vert(LL) -0.20 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.49 68 >478 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.44 Horz(TL) 0.06 6 n/a n/a yyeight:66 Ib FT=20% BCDL 8.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 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=1078/03-8 (min.0-1-12),6=1078/0-3-8 (min.0-1-12) Max Horz2=-49(LC 6) Max Uplift2=-80(LC 5),6=80(LC 6) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1720/71,34=-1 30414 1,4-5=-1304/41,5-6=-1720/71 BOT CHORD 2-8=3411489,6-8=0/1489 WEBS 4-8=-91865,5-8=-498/109,3-8=-498/109 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 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 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This lruss 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. 5)Provide mechanical connedion(by others)of truss 10 bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,�t�°�� °� 4' g� T 4 �p .x� � � �� April 4,2013 AWARNING-Veriy desipn parameters antl read notes on this Tivss Design Drawing and inGuded DrJ Reterence Sheet(rev.03•11)betore use.Design , valid for use with MiTek connedor plates only.This Oesign is baseE only upon paremeters s�own,and is for an individual buikling wmponent.Applicabilily oftlespn parameters antl proper incorporation of the component is responsibilKy of builtling designer or owner of the trusses and inslaller.Lateral reslrainl designations s�own on intlividual web and choM members are for compression buckling only,not forbuflding stability bracing.AddNional temporary restrainV diagonal bracing lo insure steDility during consiruction is lhe responsibility of Ne installer.AddNional pertnanent buiMinp stability bracing of the overall struGUre is the responsibility of Ne building designer or owner of the trusses.For general guidance regardi�g desipn responsibilities,fabrication,qualily wnirol,slorage, CONSULflNIi LLC tlelivery,erection,leteral restraint antl diagonal Dracing,wnsult ANSI/TPI 1.DSB-89 and BCSI(Building Componenl Safety Information)availaDle from SBCA at www.sbcindust .wm. Job Truss Truss Type ty Ply NHD 8841 H Plan 18584020 81303481 803 Common Ttuss � � Job Reference o 6onal ProBuild Arlington,Arlington,WA 98223,Listj 7250 5 Aug 25 2011 MiTek Induslries,Inc.Thu Apr 04 12:38:36 2013 Pape 1 I D:DRaeu_LZAciF It8LdY5eXLzU61 G-q5cgqmncdaKfxXu?uOFkEduV2�H�i�iXBHAQyzU5TX t a-e-z 20-0-0 21-8-0 9-0-� 53-14 ��-�"� 53-14 1-&0 5-3-id 4-8-2 4-8-2 Scale=135.3 8x8 = 3 5.00 12 2x4\� 2x4// 4 2 � � 5 1 � e Id 4x12% 8 � 10x10= 10x10 = 4x12� 9-0.0 9-0-0 13-1-8 20.0-0 8-10-10 -10-10 6- • B�Z-� Plate OHsets X Y: 1:0-3-9 0-2-4 5:0-3-9 0-2-4 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.71 Vert(LL) -0.21 7-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.41 1-8 >575 t80 BCLL 0.0 ' Rep Stress Incr NO WB �•57 Horz(TL) 0.09 5 n/a n/a �yeight:91 Ib FT=20°� BCDL 8.0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 2-7-1 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2`ExcepY W1:2 X 4 HP Stud/Std Supplementary Bearing Plates,special anchorage, or other means to allow for the minimum required REACTIONS (Ib/size) 1=3345/0-3-8 (req.0-5-8),5=3488/0-3-8 (req.0-5-12) support width(such as column caps,bearing blocks, Max Horz 1=-60(LC 6) etc.)are the responsibility of the building designer. Mau Upliftl=-t83(LC 5),5=-229(LC 6) See Note 5. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-6342I360,2-3=-60891354,3-4=-6064/340,45=-6316/345 BOT CHORD 1-8=-317/5810,7-8=-158/3924,5-7=-252/5783 WEBS 3-7=-144/2665,4-7=-432/101,3-8=-157/2698,2-8=-440/104 NOTES t)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical lefl and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed Tor 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 rectangte 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 5)WARNING:Required bearing size at joint(s)t,5 greater than i�put bearing size. 6)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=183, 5=229. 7)This truss is designed in accordance with ihe 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8)"Semi-rigid pitchbreaks with fixed heets"Member end fixity model was used in the analysis and design of this truss. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �+�H ,�,� LOAD CASE(S) Standard �.' �CY�� r� 1)Regular:Lumber Increase=1.15,Plate Increase=l.t5 '�� Unifortn Loads(pl� "�'� Vert:1-3=-80,3-6=80,t-5=260(F=-244) � -r `t" ,Q�� °`�� tAL April 4,2013 AWARNING-Veriry design paramelers an0 read noles on this Tn�ss Design Drawing antl inGudetl DrJ Reference Sheet(rev.03-11)betore use.Oesign , valid tor use with MiTek conneGor plates only.T�is desipn is based only upon parameters s�own,and is(or en individual building component.ApplicabilNy of tlesipn parameters and proper inwrporation o(the component is responsibilily ol building designer or owner of the t�usses and installer. Lateral reSlraint designations shown on inAividual web antl chore members are for compression buckling only,not forbuilding staDility bracing.ACEitional temporary restraint/ diaponal brecing lo insure slability during consiruction is the responsibility of the installer.AddRional pertnanenl buildinp slabil�y bracing of the overall struclure is the responsiDiliry of the building designer or owner of the trusses.For general guidance regarding design responsiDilities,fabrication,qualNy control,slorage, /�ousu��+LLC tlelivery,erection,lateral resiraint antl diagonal bracing,consult ANSIlTPI 1.DSB-89 antl BCSI(Building Component Safety Information)available from y l� SBCA at www.sbcindust .wm. Job Truss Truss Type Qty Ply NHD se4�H P�an 16584021 B1303481 BP1 FLATTRUSS 8 � Job Reference o tional ProBuild AAington,Arlington,WA 98223,LisQ 7.250 5 Aug 25 2011 MTek Industries,Inc.Thu Apr 04 12:38:37 2073 Page 1 ID:DRaeu LZAciFIt8LdY5eXLZU6IG-JHA226nENuTWYhTBRkmzmrRrBpqdPf smrlky0zU5TW 9-0-0 �_�p_� 1-10-7 4 4 I $cale:1"=1' q 3 y�q II 3x4= 9-0-0 1-10•7 _� .7 LOADING(ps� SPACING 2-40 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.04 Vert(LL) n/a - n/a 999 MT20 185I148 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) nla - n/a 999 BCLL 0.0 ' Rep Stress Incr Yes WB 0.07 Hoa(TL) 0.00 3 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:9 Ib FT=20°h LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std JOINTS 1 Brace at Jt(s):1,2 REACTIONS (Iblsize) 4=76/1-10-8 (min.0-1-8),3=76/1-10-5 (min.0-1-8) Max Horz4=-33(LC 3) Max Uplift4=-109(LC 11),3=-109(LC 14) Max Grav4=166(LC 10),3=166(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-Ail forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;SSmph;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 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(normal to the face),see Standard Industry Gable End Delails as applicable,or consuft qualified building designer as per ANSIRPI 1. 3)Provide adequate dreinage to prevent water ponding. 4)Gable requires continuous boriom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 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 witl fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)4=109, 3=109. 10)This truss is designed in accordance with the 2009 Intemational Residential Code seclions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)This truss has been designed for a total drag load of 70 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 1-10-7 for 70.0 plf. OS�� j)� 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � l,� 13)Graphical purlin representalion does not depict the size or the orientation of the purlin along the top and/or bottom chord. � ��VI LOAD CASE(S) Standard � '� � � � <�� A� April 4,2013 AWARNING-Verify desipn perameters and read notes on this Truss Design Drawing antl inclutled DrJ Relerence Sheet(rev.03•11�before use.Design , valid for use with MiTek connector pletes only.T�is design is based only upon parameters shown,antl is for an individual Duilding component.Applicabilily of Aesign paremeters antl proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Laterel restreint designatans shown on inCiWdual web anA choM members are for compression buckling only,not forbuiltling staDility bracing.ACAitional temporary restrainV diagonal breGng to insure stabiliry Ouring constNGion is the responsibilily of the installer.Add'Rionel permanent builAing staGility bracing of t�e overall strudure is the responsibility of the building designer or owner of the trusses.For general guitlance regarding design responsibilities,fabrication,qualNy control,storage, CONSULTING LLC delivery,eredion,lateral restraint and diagonal bracing,consuft ANSVTPI 1,DSB•89 and BCSI(Buiiding Component Safety Infortnalion)available from SBCAatwwwsbcintlust .com. Job TfUSS Truss Type ty Ply NHD 884t H Plan 18584022 61303481 BP2 FLAT TRUSS 8 � Job Reference o tional ProBUild A�iington,AAington,WA 98223,LislJ 7250 5 Aug 25 2011 MiTek Intlustries,Inc.Thu Apr 04 12:38:37 2013 Page 1 ID:DRaeu_LZAciFIt8LdY5eXLzU61 G-JHA226nENuTWYhTBRkmzmrRfOpq5P32smr1 kyOzU5TW 9-0-� 1-10-7 r1107 , Sea�e=1:45.2 1 2 — II 4 3 ��II ex6= t-�oa r�� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.82 Vert(LL) nla - n/a 999 MT20 185I148 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) n/a - nla 999 BCLL 0.0 ' Rep Stress Incr Yes WB 0.84 Horz(TL) 0.00 3 n/a n/a yyeight:28 Ib FT=20°h BCDL 8.0 Code IRC2009lTPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end veAicals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or Cr0-0 oc bracing. WEBS 2 X 4 HF StudlStd WEBS 1 Row at midpt 1-4,13 JOINTS 1 Brace at Jt(s):1,2 REACTIONS (Ib/size) 4=76/1-10-8 (min.0-1-8),3=76/1-10-8 (min.0-t-8) Max Uplift4=-1858(LC 11),3=-1858(LC 12) Max Grav4=1929(LC 10),3=1929(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-1917I1866,1-2=-369/369 BOT CHORD 3-4=-369/369 WEBS 1-3=-189811898 NOTES 1)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;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(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI t. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent wkh any other live loads. S)'This truss has been designed for a live load of 20.Opsi on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ffl between the bottom chord and any other members. 9)Provide mechanical connection(by others)oi truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)4=1858, 3=1858. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. � 11)This truss has been designed for a total drag load of 260 plf.l.umber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag �� b�r� loads along bottom chord from 0-0-0 to 1-10-7 for 260.0 plf. � 12)"Semi-rigid pitchbreaks wRh fixed heels"Member end fixity model was used in the analysis and design of this truss. � �.� 13)Graphical purlin representation does not depict the size or the orientation of the puriin along the top and/or bottom chord. ,� wl LOAD CASE(S) Standard '.�j, �t348 ��r 4 �+tAL� April 4,2013 AWARNING-Veriry desipn parameters and read notes on this Truss Design Drawing and includetl OrJ Reterence S�eet(rev.03-7 7�betore use.Design , valitl tor use with MiTek wnneqor plates onty.This desipn is based only upon parameters shown,antl is lor en individual building component.Applicabil{ly of design parameters antl proper incorporatbn of the wmponent is responsibilily ot building designer or owner ot the lrusses and inslaller. Laterel reslrainl designations shown on indi�ridual web antl chortl members are for compression bucKling only,not forDuilding stabilily bracing.ACditional temporary restrainV diagonal bracinp to insure stabiliry tluring construclion is t�e responsibility ot the installer.Adtlilional permanent building stabilily bracing otNe overall sUUqure is the responsibility of Ne builCinp Aesipner or owner ot lhe tn�sses.For general guidance regarding desipn responsiDilities,fabricaUon,quaifly conlrol.storage, CONSULflNG LLC delivery,ereclion,lateral reslraint end diegonel Erecing,consult ANSI/TPI 1,DS&89 and BCSI(Building Componenl Satety Infortnation)available from SBCA a�www.sDCindust .com. TfUSS T B Qty Ply NHD 8641 H Plan Job Truss YP i85sa023 B1303481 BP3 FLAT TRUSS � � Job Reference o tional ProBuiltl AAingtan,AAington,WA 98223,lisQ 7250 5 Aup 25 2011 MiTek Industries,Inc.Thu Apr 04 12:38:38 2073 Page 1 ID:DRaeu_LZAciFIt8LdY5eXLzU61 G-nTkQFROSBBbNAr10?RHCJ2zqnDAP8VL0?VmHVqzU5N 9-0-0�_e-t5 r 1-&15 Scale=1:452 1 2 q 3 �X$-9 i sXs= r 1-8-15 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.82 Vert(LL) nla n/a 999 MT20 1851148 TCDL 10.0 Lumber Increase 1.75 BC 0.05 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Incr Yes WB 0.83 Horz(TL) 0.00 3 n/a nla Weight:28 Ib FT=2U°�u BCDL 8.0 Code IRC2009ITPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD 2-0-0 oc purlins:1-2, except end verticals. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6Q0 oc bracing. WEBS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 1-4,1-3 JOINTS 1 Brace at Jt(s):1,2 REACTIONS (Ib/size) 4=7011-9-0 (min.0.1-8),3=70/1-9-0 (min.0-t-8) Max Uplift4=-1858(LC 11),3=-1858(LC 12) Max Grav4=1923(LC 10),3=1923(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-4=-1912/1865,1-2=-340/340 BOT CHORD 3-4=-340/340 WEBS 1-3=-1892/1892 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;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(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qualified building designer as per ANSIlfPI t. 3)Provide adequate drainage to prevent water ponding. 4)Gable requires continuous bottom chord bearing. 5)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in aii areas where a redangle 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 Ib uplift at joint(s)except Qt=1b)4=1858, 3=1858. 10)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. � � 11)This truss has been designed for a total drag load oT 260 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist dreg � �^ loads along bottom chord from 0-0-0 to 1-8-15 for 260.0 plf. .�,� Q'� r'�s 72)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � t.� 13)Graphical purlin represenlation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ,� LOAD CASE(S) Standard � � � ��,� April 4,2013 AWARNING-Verity Aesign paremeters and read notes on this Truss Design Drawing and inGuOed DrJ Reference Sheet(rev.03•11)before use.Design � valid for use with MiTek connedor plates only.This desipn is based only upon parameters shown,and is for an indivitlual building component.ApDlicabilRy otAesign paremeters and proper incorporation of the component is responsibilily of buikling designer or owner of lhe tNSSes and installer.Lateral reslreint tlesignations shown on individual weD and chortl members are for compression buckling only,not(orbuilding stability bracing.AtlCitional temporary restraint/ diagonal brecing to insure stabilily during construclion is the responsibiliry of the installer.AOdhional pertnanent builtlinp stability bracing of the overall st�udure is the responsibility of lhe buildirg designer or owner of lhe trusses.For general guidance regarding Cesign responsibilities,fabrication,quality control,storage, COIYSULTING LLC tlelivery,erection,lateral reslraint and tliagonal bracing,wnsult ANSVTPI 1,DSB-89 anA BCSI(BuilAing Component Safety In(ormation)aveilaDle trom SBCAatwww.sbcindust .com. Job Tfuss Tnlss Type Qly Ply NHD 8841 H Plan 16584024 B1303461 C01 GABLE Z � Job Reference o lional PraBuild AAinglon,Arlington,WA 98223,List� 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Apr 04 1238:41 2013 Pape 1 ID:DRaeu LZAciFIt8LdY5eXLzU61G-82PZtTqIR6zx11mzgarvxhbVBRAll2DShT?x59zU5TS �-s��-o ze-o-o sao-o �6� 25�0 25-0-0 Scale=�:87.9 5x6 I I 5.00 12 19 20 21 18 zZ 14 18 �� 23 24 25 3x8� 13 15 28 3x8� 12 27 28 » 29 10 � 9 8 � 6 � 33 5 4 3g 3 � 38 �i Z 'e d 61 6p 59 58 57 56 55 54 53 52 51 49 48 47 48 45 44 43 42 41 40 39 4x8= 4x6= 73 72 71 70 89 88 67 68 65 84 63 sZ 50 Sx8= Sa6= e-ao zz-�-o z�•»-o sao•o _�_ s-+ -0 2''' Plate Offsets X Y: 11:0-3-0 Ed e 29:0-30 Ed e 50:0-2-0 a0.4 62:0-2-0 0-0-4 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.00 1 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.00 1 nlr 120 BCLL 0.0 ` Rep Stress Incr Yes WB 0.12 Horz(TL) 0.01 38 n/a n/a yyeight:340 Ib FT=20°k BCDL 8.0 Code IRC2009lTPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'ExcepY WEBS 1 Row at midpt 20-56,19-57,15-58,17-59,16-60,21-55, ST17,ST16,ST15,ST14,ST13,ST12:2 X 4 HF No.2 22-54,23-53,24-52 REACTIONS All bearings 50-0-0. (Ib)- Max Horz 2=110(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,58,59,60,61,63,64,65,66,67, 68,69,70,71,72,73,54,53,52,51,49,48,47,46,45,44,43,42,41, 40,39 Max Grav All readions 2501b or less at joint(s)38,56,57,58,59,60,61,63,64, 65,66,67,68,69,70,71,72,55,54,53,52,51,49,48,47,46,45,44, 43,42,41,40 except 2=299(LC 1),73=309(LC 9),39=374(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 37-39=-278/66 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 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 3)Truss designed for wind loads in the plane of ihe truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSIlTPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 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 I�� fd between the bottom chord and any other members. � j• 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,58,59,60,61,63, 64,65,66,67,68,69,70,71,72,73,54,53,52,51,49,48,47,46,45,44,43,42,41,40,39. � � � 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � � �O� standard ANSilTPI 1. 11)"Semi-rigid pitchbreaks wfth fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � � � �� April 4,2013 AWARNING•Veriy desqn parameters and read notes on this Truss Design Drawing anA included DrJ Reference Sheet(rev.03•11�before use.Design valiC for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an inCividual building component.ApplicabilHy , of design parameters and proper inwrporation otihe component is responsibilily of building designer or owner of t�e lrusses and installer. Lateral restraint designalions shown on intli�ridual web antl chottl memDers are for compression buckling only,not forbuilding stabilNy bracinp.ACdNional temporary restrainV diagonal�racing to insure s�ability during construGion is t�e responsibility of the ins�aller.AddNional pertnanent builtlinp stabilNy bracing of the overall struclure is the responsi6ility of lhe Duilding designer or owner of the trusses.For general guidance regartling design resDOnsibilities,fabAcation,qualdy control,storage, delivery,erection,laterat restraint anA diagonal bracing,consult ANSIlTP�1,DSB-89 and BC51(Builtling Componenl Safely Information)availaGe fmm CONSULflNG ccc SBCA al wwwsbcindusl .com. Job Truss TNSS Type �ty Ply NHD 8647 H Plan 16584025 81303481 CO2 SPECIALTRUSS 5 � Job Reference o tional ProBUild AAington,Arlington,WA 98223,List] 7250 s Aug 25 2071 Mifek Industries,Inc.Thu Apr O4 12:38'42 2013 Page 1 ID:DRaeu LZACiFIl8LdY5eXLzU61G-fFzxSprNC�5ofSL9EHM8Tu$ljvp1T41jbv7kVeczU5TR 1-�i�� 8-&14 72-9•14 1&10-15 25-0-0 31-7-1 37-2-2 433-2 Sti-tl'tl 1-&0 8-8-14 8-1-1 8-1-1 8-1-1 8-7-1 8-1-7 8.1-7 8-&14 Scale=1:87.2 5x8= 5.00 12 7 2x4 11 7x4 II g 8 3x8� 3x8% 3x8� 3x8%5 9 10 4 4x8� 2x4� 11 3 12 �� 2 id d 19 20 21 18 17 22 23 18 15 24 25 14 13 4�_ 4x12 = 3Xg = 3x12 MT18H= 5x8= 3�= 5x8= 6x8= 3x12 MT18H= 9•0-0 s-ao 10-4-71 20.1-9 22-1-0 27-11-0 &10-7 39-7.5 469-4 50-0-0 10.4 it 9&14 7 11 7 5 10 0 1-N-7 9•8-14 7-1-15 3-2•12 Plate ffsets X Y: 2:0-0-6 Ed e 18:0-6-0 Ed e LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.67 16-17 >836 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 1.00 VeA(TL) -1.07 16-17 >523 180 MT18H 185l148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.94 Horz(TL) 0.29 13 n/a nla Weight:220 Ib FT=20% BCDL 8.0 Code IRC20091TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E`ExcepY TOP CHORD Structural wood sheathing directly applied. T3:2 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'Except' WEBS 1 Row at midpt 10-16,4-77,11-13 B2:2 X 4 DF 2400F 2.OE WEBS 2 X 4 HF No2'Except' W2,W1,W6:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2580/0-5-5 (min.0-4-4),13=2775/0-58 (min.0-4-9) Max Horz 2=110(LC 5) Max Uplift2=-133(LC 5),13=-140(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less excepl when shown. TOP CHORD 2-3=-5448/208,3-4=-50091173,4-5=-391 511 3 8,5-6=-3747/163,6-7=-3842/220, 7-8=-3652/197,8-9=3633/139,9-10=-3724/114,10-11=3869/122,11-12=122/529 BOT CHORD 2-19=-223/4906,19-20=-133l4306,20-21=133/4306,18-21=-133/4306,17-18=-133I4306, 17-22=0/2819,22-23=0/2819,1623=0/2819,15-16=-6/3592,15-24=6/3592. 2425=-6/3592,14-25=-613592,13-14=-4812892,12-13=3911135 WEBS 7-16=-9111167,8-16=-500/127,10-16=-396/90,10-14=273/59,11-14=0/728, 7-17=-109/1523,6-17=-4981125,4-t7=-968/112,4-19=0/567,3-19=-480/125, 11-13=-4164/233 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.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DO1=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 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 S��p� �� fit between the bottom chord and any other members,with BCDL=B.Opsf. j.� 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)2=133, � ��W 13=140. 7)This truss is designed in accordance with the 2009 Intemationat Residential Code sections R502.11.1 and R802.10.2 and referenced O,� standard ANSI/TPI 1. - 8)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '^„�, a}� � `��.��, April 4,2013 AWARNING-Veiify design paramelers and read notes on this Tniss Design Drawing arM inGudetl DrJ Reference Sheet(rav.03-11�before use.Design � valid tor use with MiTek conneclo�plales only.This desipn is Dased only upon parameters shown,antl is for an intlividual Duildinp component.Applicability of desipn parameters and proper incorporation oithe comDonent is responsiDilriy of builtling tlesipner or owner ol t�a trusses and installer. Laterel restraint des'pnations shown on individual web and chorcl members are for compression buckling only,not forbuilding stabilily bracing.AddNOnal temporary resireinV diagonal brecing lo insure stabiiiry duAng construdion is the reSDonsibilily of the installer.Add'Aional permanent buildirp stability bracing ott�e overall strudure is the responsiDiliry of the buiWing designer or owner of lhe trusses.For general guidance regaNing design responsibilities,fabrication,qualfty conVol,storage, �ONSULT/NG LLC delivery,erection,lateral restraint and diagonal bracing,consult ANSVTPI 1,DSB-89 and BCSI(Building Component Satety Intomiation)availaDle(rom SBCA at wwwsbcindust .com. Job Truss Truss Type Qly Ply NHD 8847 H Plan 18584028 B1303461 CO2F SPECIALTRUSS 2 � Job Reference o tional ProBuild Arlington,Arlington,WA 98223,List] 7250 5 Aug 25 2011 MiTek Industries,Inc.Thu Apr O4 12:38:43 2013 Page 1 ID:DRaeu LZACiFIt8LdY5eXLzU61G-7RX��9s?zkDfGcwLo_tN�fGEefpIG18nU2A2zU5TQ �"0 8-8-74 � 12&14 � 18 10 75 � 25 a-0 I 31-7-1 I 37-2-2 I 78-0 6-8-14 &'I-1 6-1-1 6-1-7 8-1-1 8-7 1 8 1 1 6 8 14 Scale=1:92.1 Sx8 = 5.00 12 7 2x4 11 2x4 ll g 8 3�c6� 3x8% 3x8� 3n8%5 9 10 4 2x4� 4x8� 11 3 12 � Z 1� d 4x12= 19 26 27 18 17 28 29 18 15 30 31 14 13 4�— 3x8= 3x12 MT18H= 2x4 I I 2x4 I I 5x8= 3u6= Sx8= 6x8 = 3x12 MT18H= � zzau zs-io-� � iw-ii zo-�� zz-i-0 n�-0 s� a 3eaa eea� saoo iat-�t saia t-iia 5-ao a ae-ta 7-i-is a2-�z �-i i a Plate sets X Y: 2:0-0-6 Ed e LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.90 Vert(LL) -0.67 17-19 >914 240 MT20 185It48 TCDL 10.0 Lumber lncrease 1.15 BC 1.00 Vert(TL) -1.03 16-17 >544 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.92 Horz(TL) 0.31 13 n/a nla yyeight:229 Ib FT=20% BCDL 8.0 Code IRC2009lTPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T3:2 X 4 HF No.2 BOT CHORD Rigid ceiling direclly applied or 1-4-12 oc bracing. BOT CHORD 2 X 4 HF 1650F t.5E WEBS 1 Row at midpt 10-16,417,11-13 WEBS 2 X 4 HF No.2'Except' W2,W1,W8,W7:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2527/0-5-8 (min.0-4-3),13=2714/0-58 (min.0-4-7) Max Horz2=110(LC 5) Max Uplift2=-76(LC 5),13=-76(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5319/71,3-4=-4879l35,4-5=-3765/0,5-6=-3597/10,6-7=-3692/68,7-8=-3506149, 8-9=3410/0,9-10=-3578I0,10-11=-3766/12,11-12=-130/539 BOT CHORD 2-19=-97/4787,19-26=-1l4179,26-27=-1/4179,18-27=-1/4179,17-18=1/4179, 17-28=0/2709,28-29=0/2709,16-29=0I2709,15-16=0/3481,15-30=0/3481,3031=0/3481, 14-31=0/3481,1314=0/2818,12-13=-400/142 WEBS 7-16=-33/1109,8-16=-5011127,10-16=-425/116,11-14=0/702,7-17=-40I1457, 6-17=-499/125,4-17=-982/123,4-19=0I585,3-19=-481I127,11-13=-4081/142 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=25R;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 3)120.OIb AC unit load placed on the bottom chord,25-0-0 from left end,supported at two points,5-0-0 apart. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psT bottom chord live load nonconcurcent 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 fit between the boriom chord and any other members,with BCDL=B.Opsf. �$�H ,�j 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1001b uplift at joint(s)2,13. Z �'l,� 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � �,�W standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �,� LOAD CASE(S) Standard � ��K �,�tAL�`O April 4,2013 AWARNING-Verify design parameters end reed noles on this Tn�ss Design Drawing anA included DrJ Reference Sheet(rev.03-11)before use.Design valid for use wilh MiTek connedor plates onty.T�is design is based only upon parameters shown,ana is for an individual building component.ApDlicabilNy � of design parameters antl proper incorporation of the component is responsibildy of buiWing designer or owner ot the trusses antl installer.Leteral restraint tlesignations shown on individual web an0 chord members are for compression buckling only,not forbuilding stability brecinq.Additionai temporery restrainV diagonal brecing to insure stabilily during construdion is t�e responsibiliry of ihe installer.Addilional pertnanent building stabilily Dracing of the overall strudure is t�e responsibility of the buiitling designer or owner o(the trusses.For general guidance regarding desipn responsiDilities,faDriwtion,qualdy control,storage, i� .) uw delivery,erection,lateral restraint and tliagonal bracing,wnsult ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from Cal�sV��j��a LLC SBCA at www.sbcinAUSt .com. Job Truss Truss Type ty Pty NND 88a�H Plan 16584027 81303481 CO3F Special Tiuss 2 � Job Reference o tional ProBuilA AAington,AAington,WA 98223,List) 7250 5 Aug 25 2011 MTek Industries,Inc.Thu Apr 04 72:38:44 2013 Page 1 ID:DRaeu LZACiFIt8LdY5eXLzU61G-bdShWVtdklLWumVXMiOcYJDqJe 2YF9u�biUzU5TP ry� 6 8 14 i 12 9 14 � 78 10.15 � 25 0-0 � �1 1 1 { 37-2-2 4�-" 5� fft-&O 1E-0 8�-74 6-1-1 6-7-1 6-1-1 81 7 611 &71 8$-14 1$-0 Stale=1:88.9 5x8= 5.00 12 7 2x4 11 2x4 II 6 8 3x8� 3x8% 3x8� 3x8 i 5 9 10 4 4x10� 2x4�� 11 3 72 2 73i� ,�t d d 20 27 28 19 18 29 30 17 18 31 32 15 14 qxg= 4x12= 3Xg= 3x12 MT18H= 2x4 I I y�q I I 5x8=4x8= 3x8 = 6x10 = 8x8 = nco zs-io-� &O° � 2o-ia zz-i-0 2��n n- 3s-�s �ea+ eO�O wao io-+m �wn� saia �-»-� so-o o- eau �.�-ie 3- i-iia Plate ffsets X Y: 2:0-0.6 Ed e LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.88 Verl(LL) -0.60 18-20 >931 240 MT20 785I148 TCDL 10.0 Lumber Increase 1.15 BC 0.99 Vert(TL) -1.00 17-18 >560 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.72 Hoa(TL) 0.29 14 nla n/a Weight:230 Ib FT=20°k BCDL 8.0 Code IRC2009ITPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF No.2'Except` WEBS 1 Row at midpt 10-17,4-18,11-14 W2,Wt,W7:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2494/0-5-8 (min.0-4-2),14=3244/0-5-8 (min.0-5-5),12=-381/0-5-8 (min.0-1-8) Max Horz2=101(LC 5) Max Uplift2=-78(LC 5),12=-430(LC 9) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-5238/74,3-4=-4798138,4-5=-3682/0,5-6=-3514113,6-7=-3609171,7-8=-3382/65, 8-9=-328717,9-10=-3455/0,10-11=-3445/54,11-12=0/1835 BOT CHORD 2-20=-91/4713,20-27=0/4103,27-28=0/4103,19-28=0/4103,18-19=0/4103, 18-29=012632,2&30=0/2632,17-30=0/2632,76-17=0/3259,1631=0/3259,31-32=0/3259, 1532=013259,14-15=-8I2310,12-14=-1590/14 WEgs 7-17=-44/1055,5-17=-499/126,10-17=-347/135,10-15=411/20,11-15=0/967, 7-18=-4011457,6-18=-499/125,4-18=-983/123,4-20=0/586,3-20=-483/127, 11-14=-4956/27 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=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever IeR and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)120.OIb AC unit load placed on the bottom chord,25-0-0 from left end,supported at two points,5-0-0 apaA. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent 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-&0 tall by 2-0-0 wide will fd between the bottom chord and any other members,wkh BCDL=8.Opsf. ��f�' �yp,- 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except(jt=1b) �� -�l, 12=430. � 8)This truss is designed in accordance with lhe 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced 4 g.a G'�,� standard ANSIlTPI t. � 9)"Semi-rigid pilchbreaks with fixed heels"Member e�d Tixity model was used in the analysis and design of this truss. �+i . LOAD CASE(S) Standard �� .�'° April 4,2013 AWARNING-Verity desiqn paremeters and read notes on this Truss Design Drawing antl inGuAetl DrJ Reference Sheet(rev.03-11�before usa.Design vali0 for use wilh MiTek conneCOr plales only.This tlesign is baSeE only upon parameters s�own,antl Is for an individual building component.Applicabilily , of design paramelers and proper incoryoration of the component is responsibilNy of buibing designer or ow�er of the trusses and installer. Late�al reslraint designations shown on individual web antl chord members are tor compression Duckling only,nol forDUildinq stability bracing.Additionel temporary reslrainU diagonal brecing to insure stability tluring constfuclion is lhe responsibility of the installer.AddKional permanent building stability brecing of the overall strudure is the responsibility of Ne building tlesigner or owner of the trusses.For general guidance regaNing design responsibitities,fabrication,qualdy conVOl,storage, delivery,erecUOn,leteral restraint and diagonal bracing,wnsult ANSVTPI t,DS&89 and BCSI(Builtling Component Safety Information)available hom CONSULT/NG LLC SBCAatwww.sbcindust .wm. Job Truss Truss Type ty Ply NHD eeal H aian 18584028 61303481 C04 SPECIALTRUSS �� Job Reference o tional ProBUild AAington,AAington,WA 98223,List� 7250 s Aup 25 2011 MiTek Induslries,Inc.Thu Apr 04 12:38:45 2013 Pape 7 ID:DRaeu LZAc�fbt8LdY5eXLzU61G-4pf3jrtFVLTNWv4kvPvr5Xm0a2LyHfg2c5��FdczU5T0 1-B9bo-� 6-&14 72-9-14 18-10-15 25-0-0 31-1-1 37-2-2 433-2 50.0-0 1-8-0 8-8-14 8-1-1 8-7-1 8-1-1 8-1-1 8-1-1 8-1-1 8-&id Scale=1:88.8 5x8= 5.00 12 7 2x4 il 5x8� 6 8 3x6� 3x8% 3x8� 3x6%5 9 10 4 d 2x4 � 2x4�i 11 3 12 �' 2 I� d 4�— 19 20 21 18 17 22 23 18 15 14 13 4x8= 3�= 4x8= 8x8= 8x8= 6u8= 3x8= 3x8= 9-60 9-40 9-0.0 10-4-11 20.1-9 22•1-0 27•it-0 9-70-7 32-9-/ 3&7-5 50-0-0 10.411 9&14 1 N 7 510-0 141-7 2•10-13 &10.1 __ 10-1•11 Plate ffsets X Y: 2:0-1-10 0-0-2 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates Increase 7.15 TC 0.79 Vert(LL) -0.47 1617 >836 240 MT20 785/148 TCDL 10.0 Lumber Increase 1.15 BC 0.95 Vert(TL) -0.75 16-17 >519 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.92 Horz(TL) 0.10 14 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:219 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 2-2-8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF No.2'ExcepY WEBS 1 Row at midpt 4-17,8-14 W7,W2,W1:2 X 4 HF Stud/Std 2 Rows at 1l3 pts 7-16 REACTIONS (Ib/size) 2=1557/0-5-8 (min.0-2-9),74=3365/0-5-8,12=319/Mechanical Max Horz2=110(LC 5) Max UpIiR2=-112(LC 5),14=-79(LC 6),12=-64(LC 9) Max Grev2=1570(LC 9),14=3365(LC 1),12=487(LC 10) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2936I156,3-4=-2466I120,4-5=-1329184,5-6=-1161I109,6-7=-1260/167, 7-8=0I431,8-9=0I1388,9-10=-2/1220,10-11=-tO61622,11-12=-602I483 BOT CHORD 2-19=-175/2607,19-20=-84It939,20-2 1=8411 9 3 9,18-21=-84/1939,1 7-1 6=8411 9 39, 17-22=0/415,22-23=0/415,16-23=0/415,1 5-1 6=-61 711 3 7,14-15=-617I137, 13-14=-678/103,12-13=-411/495 WEBS 7-16=-1689/77,8-16=0/1875,10-14=-873/111,10-13=0/598,11-13=-617/136, 7-17=-10611543,6-17=-503/125,4-17=-990/113,4-19=0/596,3-19=-5231126, 8-14=-2797/65 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gabie end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This Uuss has been designed for a 10.0 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 reclangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 5)Refer to girder(s)for truss to truss connections. (}'�� Q� 6)Provide mechanical wnnection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)14,12 except(jt=1b) �� r 2=112. 7)This truss is designed in accordance wfth the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ,�. �, �,� standard ANSIlTPI 1. y 8)"Semi-rigid pftchbreaks wRh fixed heels"Member end fixity model was used in the analysis and design of this truss. _ LOAD CASE(S) Standard � 7"Q � �� April 4,2013 AWARNING-Verify desipn paremeters antl read notes on this Truss Desipn Drawing and included DrJ Reference Sheet(rev.03-71�before use.Design valitl(or use wit�MiTek co�nedor plates ony.This desipn is base0 only upon paramalere shown,and is for an inAividual buiWing eomponent.AppRCability . otdesipn parameters end proper ineorporation of tha component is responsibilily of building designer or owner of the trusses and installer.Lateral restraint designations shown on individual web and chord members are for compression buck�ing only,no�forbuilAing stabiilty bracinq.Addi6onal temporary restrainU diagonat DreGng to insure staDiliry during conslrudion is ihe responsibiliry of the insteller.Additional permanent building stability Grecing o(I�e overall sUUdure is the responsibiiiy of the Duildirp desipner or owner of the trusses.For general guitlance regardinp Aesign responsibilities,(abrication,Qualily control,storege, Celivery,erection,laterat restwint and diagonal bracing,consull ANSVTPI 1,DSB-89 and BCSI(Builtling Component Safety Infortnation)availeble from CONSULT/NG LLC SBCA al www.5bcindusl .com. 00 � � + �° VS rn D r tn � � �,/ N O' cn � ''v � � m �fD r � � 'Z Z D x H � O � }�� rt A � N fD 11 � V � � T m � �. 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