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3153-3T Truss Specs , C[�NSULT/NG ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81210277 lot 31 yelm MiTek 20/20 7.2 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: I6060762 thruI6060776 My license renewal date far 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 Committee in accordance with the latest edition of ANSVTPI 1 Section 6.3. I I �s�rr� o�x � 4��w��r�A ' ,� ''o Of � � � �� s ° - �I �� October 25,2012 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 far 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 ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. �...-.�''*�c.:,�� \:/ r__. � ' G, � _�,�� . ^`.ii� � '; m ��:-°------------------ Job Truss -�—- Truss Type ��— ---�--�------- 6 ty �_Ply ' lot 31 yelm -� 6�2��2�� A�4 COMMON 16060763 Jo6 Ret�a��P ProBuild Arlington,AAington,WA 98223 7250 s May 17 2014D1�M Tek Intlustries,Inc.Thu Oq 25 13:34:31 2012 Page 1 ID:wSS 1 bxZ6A0pNJ1 gKqOq52dzkHEB-841hd1 plyMQh 1 W03GQROnfe?ONup39ecSezWhryPsF6 r1-GOi 7-11-3 14514_ 22-60 30.&2 —+. 37-0.13 —+___— 450.0 A&60 �1-EO 7-11-3 6-6_�0 - -�-- 8-0.2 ----�-- 8_�_2 6-6-10 7-1'13 1-6p Scale=1.76.5 5x6 = 5.00 72 6 3x6 � 3x8� 3�� 3x8 � 5 7 4 g 7.Sx3 V� 1.Sx3 �/ 3 -5 6- 9 17 5- 4 7- 2 2 y�7 70 a �� 5x8 = 17 18 i6 15 19 20 14 73 21 12 5x8 = o 4x4 = 3x12 MTiBH = 4x6 = 4x4= 4x6 = 3x12 MT18H= &11-11 1&5-0 26-7-0 3&0.5 45-0.0 6-11-11 ��9-5_5 T 8-2-0 �-- T— 9'S-g 8-11-11 Plate Offsets(X l�: [20.2-5 Edge] [10�0.2-5 Edgej -- — -- -- LOADING (psfl SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.58 12-14 >g17 2q0 MT20 185/t48 TCDL 10.0 Lumberincrease 1.15 BC 0.94 Vert(TL) -1.06 12-14 >502 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.96 Horz(TL) 0.34 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:1891b FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD SVVCtural wood sheathing directly applied or 2-2-0 oc purlins BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS pb/size) 2=2270/0-58(min.0.3-12),10=2270/0.S8(min.0.3-12) Max Horz 2=-93(LC 8) Max Uplift2=-124(LC 5),10=-124(LC 6) FORCES pb)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4761/160,3-4=-4582/196,4-5=-4422/201,5-6=3511/172,6-7=-3511N72,7-8=-4422Y201, &9=-4582{196,9-1�-4761/160 80T CHORD 2-17=-152/4275,17-18=-87/3802,16-18=-87/3802,1516=-87/3602,15-19=0/2685,19-20=0/2885, 1420=0/2685,13-14=0/3602,'13-21=0/3802,12-21=0/3602,10-12=-60/4275 WEBS 3-17=-404/125,5-17=-40/628,5-15=-876/168,B-15=-62/1151,6-14=-62/'1151,7-14=-878/168, 7-12=-40/828,9-12=-404/125 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;enGosed;MWFRS Qow-nse)gable end zone;cantilever left and nght exposed; end vertical leR antl right exposed;�umber 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 Deen designed for a live load of 20.Opst 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)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 100 Ib upliR at joint(s)excep[(jt=1D)2=124,70=124. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10 2 and referenced standard ANSV7PI 1 8)"Semi-ngid pitchbreaks with fixed heels"Member end fixity model was usetl in the analysis and design of this truss. LOAD CASE�S) Stantlard �s�� D� �.'�� °�w �`�� 0 �skr�r�.�'o � ' October 25,2012 AWARNING-Venry design parameters and read notes on Ihis Truss Design Drawing antl includetl DrJ Reference Sheet(rev.03-11')before use.Design valitl/or use with M�Tek conneclor plates only.This tlesign is basetl only upon paramefers shown,and is for an intlividual building component.Applicability � oftlesign parameters antl proper incorporation otthe component is responsibilily o!builtling designer or owner of ihe Vusses and installec Lateral restraint tlesignations shown on indivitlual web antl chortl memDers are for compression buckling only,not forbuilding stability bracing.Atlditional lemporary restrainV tliagonal bracing b insure stability tlunng construdion is the responsibilfty of the installer.Atltlitional permanent Duilding staOilRy Dracing of Ihe overall struclure is the responsibilily of the building tlesigner or owner of the trusses.For generai guidance regartling tlesign responsibilities,faDncaiion,qualdy conhol,storage, tlelivery,erection,lateral restraint and tliagonal bracing,consult ANSIRPI 1,DSB-89 antl BCSI(Builtling Componeni Sa(ety Information)available from CO�u�nNf�LLC SBCA at wwwsbcindustry.com. Job Truss Truss Type qty Py lot 31 yelm 16060764 8121J277 A05 COMMON 13 7 Job Reference(pptionaQ ProBuild Nlington,Arlington,WA 98223 7250 5 May 11 2011 MiTek Industnes,Inc. Thu Od 25 13:3432 2012 Page 7 ID:dIXN7XUjqsxNyd_v1 CSG9zkHEl-cGs4qNqNjfYYfgzFq7ydKsASynEtobYmhli4EHyPsFS r1-6-0�_ 7-113 ___+____ 145-14 � 22-6-0 ______i 30.62 37-0.13 F_ 450.0 �1-6-0 7-1'I-3 E6-10 8-0-2 &0-2 6-6-10 7-1'13 � Scale=1:75.5 5x6= 5.00 12 6 3� � 3x6 � 3x10% 3x6 � 5 � 4 8 1.5x3 \\ 1.5z3 // 3 4 6 9 �16 � 3 �-� 1 2 10 dI� I� � 4x10 = 16 17 15 14 18 19 13 12 20 11 5x8 = o 4x4= 3x12 MT18H= 4x6 = 4x4 = 4u6= 3x12 MT18H = 8-11-11 'I&''r0 26-7-0 i 3Cr0.5 45-0.0 � &11-11 9-5-5 &2-0 9-5-5 � 8-11-11 Plate ONsets(X,l�: [2:0-0-2,Edge] f�0:0.2-5 Edge] LOAOING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plateslncrease 1,15 TC 099 Vert(LL) -0.62 1416 >870 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.96 Vert(Tl) -1.12 1416 >477 180 MT18H 185/146 BCLL 0.0 ' Rep Stress Incr Yes WB 0.98 Horz(TL) 0.35 10 n/a n/a BCDL 8.0 Code IRC2009fiP12007 (Matrix) Weight:1&4 Ib PT=20% LUMBER BRACING � � TOP CHORD 2 X 4 DF 2400F 2AE`ExcepP TOP CHORD Shucfural wood sheathing directty applied. t-4:2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiling direcUy applied or 2-2-0 oc brecing. BOT CHORD 2 X A HF No2 WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2277/0-5-8 (min.0.&12),10=2�50/Mechanical Max Horz 2=102(LC 5) Max Uplift2=-124(LC 5),10=-78(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-4781/'I60,3-4=-4602/196,4-5=-4442/201,5-6=-3530/172,6-7=3537/176,7-8=-4509/217, 8-9=-4669/190,9-10=-4846/176 BOT CHORD 2-16=-162/4292,16-17=-96/3619,15-17=-96/3819,14-15=-96/3619,14-18=0/2702,18-1�0/2702: 13-19=0/2702,12-13=-23/3638,12-20.-23/3638,11-20=-23/3638,10-11=-'100/4366 WEBS 3-16=-402/125,5-16=-40/830,5-14=-876/168,6-14=-6211151,6-13=-65/1167,7-13=-898/171, 7-11=-53/887,9-11=-441/132 N07ES 1)U�balanced 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-nse)gable end zone;cantilever left and nght 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 truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl with any other live loads. 5)'This lruss has been designetl 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,with BCDL=B.Opsf. 6)Refer to girder(s)for truss to lruss connections 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliK at joint(s)10 except Qt=1b)2=124 8)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. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity motlel was used in the analysis and design of this Vuss. LOAD CASE�S) Standard �� ,Q.'�� o�� r�'�' � � ��` °��,u.�,o October 25,2012 AWARNING-Verify design parameters and read notes on Mis Truss Design Drawing and inGutled DrJ Reference Sheet(rev.03-11')be(ore use,Design valid lor use with MiTek connector plates only.This design is basetl only upon parameters shown,and is for en indivitlual building componeni.Applicabildy , of design parameters antl proper incorporation of the component is responsibility of builtling tlesigner or owner o�the trusses antl installer. Lateral restraint tlesignations shown on intlivitlual web and c�ortl members are for compression buckling onty,not forDuiltling stabildy bracing.Additional temporary reslrainU diagonal bracin9 to insure stabiliiy tluring construdion is the responsibiltty of the installer.Adtldional permanent building stability bracing o�ihe overall structure is the responsibilHy otthe building tlesigner or owner of the trusses.For general gui0ance regartling design responsibiltties,(abricetion,qualiry control,storage, AA delivery,erection,lateral restraint and diagonal bracing,consutt ANSI/iPl 1,DSB-89 and BCSI(Builtling Component Safety Intormation)available irom yyNSULnNG LLC SBCA at www.sbcindust .com. Job Truss � — Tmss Type Qty Py bt 31 yelm 160607fi5 B121G277 801 GABLE 7 � .___ Job Reference(Oplionad ProBuiltl P,rlington,AAington,WA 98223 7.250 s May 17 2071 MiTek Industnes,inc.Thu Oc125 13:3623 2072 Page 1 ID:nV8Qgk6rjXHa WIjh76bLZvzkHAv-sd317KA?amXoTjyaqxRfKGHGOWKMI?JSC35SdMyPsDM i -1-EO _._ �2-2-0 ----- 2440 — - 25-10.0 �--- --- �-. ..--------�---- --- 1-8-0 12-2_p 12 2 0 —� 1 6 0 ' Scale=7:43.5 4x4 I I 7 6 8 5.00 12 5 9 4 10 3 2 7 1 8 1 -1 11 Z 1 4 z 1 15 z 1 -1 Z 12 � - ,s I� 3x4 = 23 22 21 20 �g 18 17 16 15 iq 3x4 = 3x4 = 2440 —2440 Plate OHsets(X l�: (17:0.2-1 0.1-aj[19�0.1-8 0-0-7][20�0-2-1 0-0.4] — LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.00 13 n/r 780 MT20 185/148 TCDL 10.0 Lumberincrease 1.�5 BC 0.09 Vert(TL) 0.00 13 Nr 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 12 n/a n/a BCDL 8.0 _ _Code IRC2009lTPI2007 (Matnx) Weight 95 Ib FT=1M LUMBER �— ------- —BRACING ---- — ------- TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 6-0.0 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 beanngs 2440. (Ib)- Max Horz 2=-57(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,20,21,22,23,17,16,15,14,12 Max Grav All reactions 2501b or less at joint(s)18,20,21,22,17,16,15 except 2=280(LC 1), 23=325(LC 9),14=325(LC 10),12=280(LC 1) FORCES pb)-Mau.Comp./Max.Ten.-All forces 250 pb)or less except when shown. WEBS 3-23=-252/G4,11-14=-252/64 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;M WFRS pow-nse)gable end zone;cantilever left and nght exposed; end vertical IeR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of tha truss only. For studs exposed to wind(normal to the face),see Standard Intlustry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)As requested,plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to increase plate sizes to account for these factors. 5)All plates are 2u4 MT20 unless otherwise intlicated. 6)The Fabrication Tolerance at joint 7=20%,joint 2=20�0,joint 19=20%,joinl 18=20q,joint 20=20%,joint 6=20%,joint 21=20�0,joint 5=20q,joint 22= 20%,joint 4=20%,joint 23=20q,joint 3=20%,joint 17=20%,joint 8=20%,joint 16=20q,joint 9=20%.joint 15=20%,joint 10=20%,joint 14=20%,joint 11=20Mo,joint 12=20Mo 7)Plates checked for a plus or minus t degree rotation about its center. 8)Gable requires continuous bottom chord bearing. 9)Gable studs spaced at 2-0.0 oc. 10)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 19)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reciangle 3-6-0 tall by 2-0-0 wide will fit beri✓een the bottom chord and any other members 12)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 1001b uplift at joint(s)2,20,29,22,23,17,16,15,14,12. �n`i�A� 13)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard AN51/TPI 1. �i�'' 14)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this Wss. � ��j � ��a LOAD CASE(S) Standard 4' 4' � 0� � � �� o October 25,2012 � WARNING-Verify tlesign parameters and reatl notes on this Truss Design Drawing and inclutletl DrJ Reference Sheet(rev.03-11�De(ore use.Design valitl for use with MiTek conneclor plates only.This design is based only upon perameters shown,antl is for an indivitlual building component.Applicabiliry � ot design parameters and proper incorporation of the component is responsiDiltty ot building tlesigner or owner oi t�e trusses and installer. Lateral restraint tlesignations shown on indivitlual web antl chord members are for compression buckling only,not�orbuilding stability bracing.Atltlitional temporary restrainV diagonal bracing to insure stabilRy tluring construction is t�e responsibility of the installer.Addilional pertnanent Duiltling staDility bracing of lhe overell sVUdure is the responsibildy of the building tlesigner or owner of lhe trusses.For general guidance regarding design responsibildies,labrication,qualdy control,storage, — tlelivery,erection,lateral restraint and tliagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Sa(ety Information)available from CONSV�nHv LLC SBCA at www.sbcindustry.com. Job Truss Truss Type Qty PN IM 31 yelm 16060766 8121J277 B02 COMMON TRUSS q � ProBuild fvlington,Arlington,WA 98223 7250 5 May 11 2071 MiTek Industnes,Inc.Thu Od 25 13:34:33 2012 Page i ID:Fhiot47TUrPR7SIthq6a67zkHAu-4SQS 1jr?UzgPGpYRNrTst4jQ?AiAXDfvwySdmkyPsF4 -1-6-0 6-4-14 _ 12-2-0 17-11-2 2440 __ 25-10.0 — – -- 1-8'� + 8'4-14 � 69-2 5-&2 ...��F–�----- 6-4-14 � 1-60 � Scale=1:43b 4x6 = 4 5 00 12 2x4 \� 2x4 �/ 3 5 4 0 4- 3' 8 2 6 d' �-9 _— - 7 [� 0 10 9 8 4x4 % 3x4 = 3x4 = 3x4= 4x4 � &7-3 15-&13 2440 r &73 7-1-9 8-73 Plate Offsets(X l�: [2:0.4-4 0.2-0] [6:0-4-4 0.2-0] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.33 Vert(LL) -0.15 2-10 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.38 2-10 >755 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.29 Horz(TL) 0.08 6 Na n/a BCDL B.0 Code IRC2009/TPI2007 (Matrix) Weight:851b FT=20% --. _— __. . ----...----- — --� LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing tlirectly applied or 3S9 oc purlins BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direc8y applied or 10.0.0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTION$ (Ib/size) 2=1148/0-5-B(min.0.1-14),8=1148/0-5-8(min.4b14) Max Horz 2=57(LC 5) Max Uplift2=-69(LC 5),6=-89(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-2020/92,34=-1723/83,45=-1723/83,5-6=-2020/92 BOT CHORD 2-10=-67/1781,9-1�0/1197,8-9=0/1197,6-8=-10/1781 � WEBS 48=-17/563,5-8=-433/'119,4-'10=-17/563,3-�0=-433/119 NOTES 1)Unbalanced roof live loads have been considered for[his design. 2)Wind:ASCE 7-05;85mph;TCDl=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;6cp B;enclosed;MWFRS Qow-nse)gable end zone;cantilever left and nght exposed; end vertical left antl nght exposed;�umber DOL=1.33 plate grip DOL=1.33 3)This truss�as 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 ot 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tatl by 2-0-0 wide will fif between the bottom c�ord and any other members 5)Provide mechanical connection(by others)ot truss to bearing plate rapable of withstanding 100 Ib uplifl at joint(s)2,8. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.1'1.1 and R802.102 and referenced standard ANSIlfPI 1. 7)"Semi-rigid pitchbreaks with hxed heels"Member end fixity model was used in the analysis and design of this Uuss. LOAD CASE(S) Standard �q58PH x}�,� 4��d�a �� o,y � � �� rr�.�'o October 25,2012 QWARNING-Verify tlesign parameters and read notes on this Truss Design Drawing antl includetl DrJ Refarence Sheet(rev.03-11')before use.Design valid for use with MiTek conneclor plates only.This design is based only upon parameters shown,and is for an individual builtling component.Applicability , -- of design parameters and proper incorporation of the component is responsibility of builtling tlesigner or owner o(Ihe trusses and installer. Lateral restraint tlesignations shown on intlivitlual web and chortl members are for compression buckling only,not forbuilding stabildy bracing Additional lemporary restrainU diagonal bracing to insure stability tluring construclion is the responsiDilBy of the installer Addttional pertnanent building stabilily bracing of t�e overall siructure is ihe responsibildy o(t�e building tlesigner or owner o/the trusses.For general guidance regaNing tlesign responsibililies,fabncation,quality control,storage, tlelivery,ereclion,lateral restraim and diagonal bracing,consult ANSIlTPI 1,DSB-89 antl BCSI(Building Component Sa�ety Information)available�rom CONSUIT/NG LLC SBCA at www.sbCindusiry.com. , Job Truss Truss Type Qty ply lot 31 yelm 16060767 B1216277 C01 GABLE 7 � 'o-,n Raia.a��p�npiionall ProBuiltl Arlington,Arlington,WA 98223 7250 s May 11 2071 MiTek Intlustries,Inc.Thu Oct 25 13:34:33 2012 Page 1 ID:jtGA5Q75F9XIId4FXdpeKzkHAt-4SQS 1jr?UzgPGpYRNrTst4jTmAo9XHXvwySdmkyPsF4 i -1-6-0 i 7-1-0 142-0 15-&0 �'s-� 7-1-0 7-1-0 1-6-0 � Scele=129.D 4x4 I I 5 4 6 7.00 12 3 � 1 � -� -11 9 _� � � 2 8 2-8 Id 1 9 3x4= 14 13 12 11 �� 3x4 = �— _ 142-0 142-0 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GR1P TCLL 25.0 Plates Increase 1.15 TC 0.16 Vert(LL) -0.01 9 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) -0.02 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:55 Ib FT=20% LUMBER ---� ------ �—BRACING -- -- -� --- TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directty applied or 60.0 oc pudins. BOT CHORD 2 X 4 Hf No2 80T CHORD Rigid cei�ing directly applied or 10.0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 142-0. (Ib)- Mau Horz 2=89(LC 4) Max Uplitl All uplift 100 Ib or less at joint(s)2,8,13,14,11,10 Max Grav All reactions 250 Ib or less at joint(s)12,13,14,11,10 except 2=254(LC 1),8=254(LC t) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. NOTES 1)Unbalancetl roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.It;Exp B;enclosed;MWFRS(low-nse)gable end zone;cantilever lefl and right exposed, end vertical left and right exposetl;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 IndusVy Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5�MT20 unless otherwise indicated. 5)GaDle requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psi 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 reclangle 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)2,8,13,14,11,10. 10)This[russ is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design oi this truss. LOAD CASE(S) Standartl �p5B�813�r' �,�q� W�sr,�,c Tc�' � - o,� � � ��` s�o �� October 25,2012 A WARNING-Veriry design parameters entl read notes on this Truss Design Drawing and includetl DrJ Re/e�ence Sheet(rev.03-i t')before use.Design valitl for use with MiTek conneclor plates only.This tlesign is based only upon parameters shown,antl is for an inAivitlual building componenL Applicabiliry , of design parameters and proper incorporation ot the component is responsibildy of building desiqner or owner of ihe Irusses and installer. Lateral restraint designations shown on individual weD and chortl members are for wmpression buckling only,not forbuiltling stabiliry bracing.Additional temporary restrainV tliagonal bracing to insure stabiltty tluring constmction is the responsibilily of the installer.Addttional pertnanent builtling stability bracing of Ihe overall structure is the responsibility of the building designer or owner o�the trusses.For general guidance regarding design responsibililies,fabrication,quality control,storage, ' delivery,erection,lateral restraint antl diagonal bracing,consutt ANSI/TPI 7,DSB-89 antl BCSI(Builtling Component Safety INormation)available from CQ�VLnNG��LC SBCA at wwwsbcindustry.com . Job Truss Truss Type aty Ply lot 31 yelm 16060768 872�J277 CO2 COMMONTRUSS � n L ProBuild Arlington,Adington,WA 98223 � � 7250 s May 11 2071 MiTek Industnes,Ina Thu Oct 25 133434 2012 Page 1 ID:83pYIm8jOSf9NISGoF926YzkHAs-Yf qF3rdFHpGuz7exY 5PHGTpa_sGX238cBBIAyPsF3 �- -16-0--r �'�-� 142-0 �_g_p �_�_� --- 7 1 D – ---� Scale=128.7 4xe II 3 7.00 �p a � -5 4 13 q u� 2 d 2 -- � d � 5 5x8 % 5x'I6 II 5x8� �'�'� 142-0 ' �_�_p " --�---�--- --� 7-1-0 LOADING �ps� SPACING 2-0.0 CSI DEFL in poc) I/tlefl Utl PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 0.84 Vert(LL) -0.06 2-5 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.16 2-5 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.79 Horz(TL) 0.03 4 n/a n/a BCDL __. 8�0. Code IRC2009/TPI2007 (Matrix) Weight:159 Ib FT=20q LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directly applied or 49-10 oc purlins. BOT CHORD 2 X 10 DF SS BOT CHORD Rigid ceiling direcUy applied or 10.0-0 oc bracing, WEBS 2 X 4 HF No2 REACTIONS (Ib/size) 4=6851/0-5-8 (req.0.5-10),2=6987/0-5-8(req 0.512) Max Horz 2=96(LC 4) Max UpIiN4=-504(LC 6),2=-556(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 23=-8122/595,3-4=-8090/587 BOT CHORD 2-5=-457/6933,4-5=-457/6933 WEBS 3-5=-494/7505 NOTES 1)2-ply truss to be connected togetherwith 10d(0.131"x3")nails as follows�. Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows.2 X 10-2 rows at 0-5-0 oc. Webs connected as(ollows�.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 lo ply connections have been provided to distnbute only loads noted as(F)or(B),unless othern�ise indirated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind�.ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;CaL II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and nght exposed; end vertical left and right exposed;�umber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 8)WARNING:Required bearing size atjoint(s)4,2 greater than input bearing size 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)4=504,2=556. 8)This truss is designed in accortlance with the 2009 Intemafional Residential Code sec[ions R502.11.1 and R802.102 antl referenced standard ANSI/TPI 1. 9)Girder carries tie-in span(s).45-0-0 from 0.0.0 to 14-2-0 � 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this huss LOAD CASE(S) Standard 1)Regulac Lumberincrease=1,15:Plate Increase=1.15 Unifortn Loads(pl� ��,p � Vert:13=-70,3-4=-70,2-4=-931(F=-915) ��"°� � �� Q-'��,w°� ��,`�'� o,� q �. � � �� o��NAI,�fl October 25,2012 AWARNING-Veriry design Darameters antl reatl notes on this Truss Desiqn Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek connector plates only This design is basetl only upon parameters shown,antl is for an intlividual builtling componeni.Applicabiliry , of design parameters and proper incoiporetion of the component is responsibilily ot building designer or owner ot the trusses and installer.Lateral restrainf designations shown on intlividual web antl chord members are for compression buckling only,not forbuiltling stabiltty bracing.Atltlitional temporary restrainU tliagonal bracing to insure stabilky during construdion is the responsibilAy of the installer.Atlditional pertnanent building staDiliry bracing of the overall structure is the responsiDilily of the builtling designer or owner of the trusses.For general guidance regarding design responsibiltties,tabrication,qualily control,storage, — delivery,erection,lateral restraim and diagonal bracing,consult ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from CONSULTING LLC SBCA at www.sbcindustiy com - --- - ----- ---- . Job Tmss Truss Type-- - Qty Py lot 31 yelm 1606076� B721G277 D01 GABLE � � Jo6 Reference(ootionaU ProBuild Nlinqton,AAington,WA 98223 � � 7250 s May 71 2071 MiTek InAUStnes,Ina Thu Oct 25 13�34:34 2012 Page 1 ID:fGNwV69Lmm�0?v1 SMygHjlzkHAr-Yf_qF3rdFHpGuz7exY_5PHGe WaBhGjm38cBBIAyPsF3 1 6-0_. _.8-6-0----- I ---- t&0.0 _.__--� �--146-0 � F----- ._ _�..._ -._— ----�- 1-6-0 6-6-0 6-6-0 1-6-0 Scale=126 9 4x4 II 5 / 6 4 7.00 12 M � � 3 �5 12 _�3 � _g _� _� vd�� 2 8 cY �- 2-8 Ia 0 � 9 3x4= 14 13 12 11 10 3x4 = F---.— -- 130.0 _ _ 130.0 ��--� LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.02 9 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.03 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDI 8.0 Code IRC2009lfP12007 (Matrix) Welght:501b FT=20% -- - - -- LUMBER �- BRACING -�- - — ---�-� �- -_—. TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or&0.0 oc pudins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direclly applied or 10.0.0 oc brecing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 130.0. (Ib)- Max Horz 2=82(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,8,13,14,11,10 Max Grav All reactions 2501b or less at joint(s)2,8,12,13,14,71,70 PORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)w less except when shown NOTES 1) Unbalanced roof live loads have been consideretl for this deslgn. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-nse)gable end zone;cantilever leR and nght 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(nortnal to the face),see Standard IntlusVy Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1. 4)All plates are t5x3 MT20 unless othenvise indicated. 5)Gable requires continuous bottom chord 4earing. 6)Gable studs spaced at 2-0.0 oc 7)This truss has been designed for a 10 0 psf bottom chortl 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 machanical connection @y others)of truss to beanng plate capable of withstanding 1001b uplift at�oinl(s)2,8,13,14,11,10 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.'I and R802.10.2 and referenced standard ANSIliPi 1 11)"Semi-rigid pitchbreaks with fixetl heels"Member end fixity model was used in the analysis and design oi this truss. IOAD CASE(S) Standard jp56PH�y�' ��as�,c�`�� 'o � � � �,°` °��nv�.�,o October 25,2012 A WARNING-Verify tlesign parameters and reatl notes on this Truss Design Drawing and inclutled DrJ Reference S�eet(rev.03-11�before use.Desiqn valid for use wiih Mi7ek connec[or plates only.This design is based only upon parameters shown,and is for an intlividual builtling component.Applicability , of design parameters and proper incorporation of the component is responsibilily of builtling tlesigner or owner of Ihe trusses and installer. lateral restraint designations shown on intlivitlual web anA chord members are for compression buckling only,not forbuiltling stabilfty bracing.Additional temporary restrainU tliagonal bracing to insure stabilfty during construc[ion is the responsibildy of the installer.Adtlilional permanem Duilding stabilily bracing ott�e overall stmcture is the responsibildy of the builtling designer or owner of the lrusses.For general guitlance regartling design responsibilfties,tabncetion,qualdy control,storage, — tlelivery,erection,lateral restraint antl tliagonal bracing,consutl ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Information)availaDle trom yQNSU�nNG(LC SBCA at wwwsbcindustry.com _ JoD Truss Tmss Type Qty p1y lot 31 yelm � 16060770 01210277 D02 COMMON 1 �f -- — —_—_—.— __ _ _ ` Job Reference(pptionaU ProBuiltl Arlington,Adinglon,WA 9ffi23 � 7250 5 May 11 2011 MiTek Intlustries,Inc.Thu Oct 25 1334:35 2012 Page 1 ID:fGNwV69Lmm�0?v1 SMygHjlzkHAr-1 rYCSPsG0ax6 W7iqVGVKyVojr_LP??TCNGxkqcyPsF2 �---- — —� �-� ---------�- — — t30.0 146-0 � 6-6-0 6-6-0 1 8 0 � Scale=126.7 4x8 I I 2 7.00 12 1- -5 -4 1 3 � -- ' --- --- — �o x8 ! 5 4 5x16 II 5x8 � 8-6-0 130.0 �--- 6-6-0 -- — 6-6-0 LOADiNG(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.06 1-5 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(TL) -0.13 1-5 >999 180 BCLL 0.0 Rep Stress Incr NO NB 0.71 Horz(TL) OA2 3 n/a n/a BCDL SD Code IRC2009lfP12007 (Matrix) Weight:1471b fT=20% LUMBER BRACING �--------- --- ---- TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD Structural wood sheathing directty applied or 5-&2 oc puriins. BOT CHORD 2 X 10 OF SS BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc brecing. WEBS 2 X 4 HF No2 REACTIONS (Ib/size) 1=6267/0-5-6(min.0.S3),3=6404/0.5-8 (min.0-5-4) Max Horz 1=-89(LC 3) Max Uplik 1=-461(LC 5),3=-513(LC 6) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250 Qb)or less except when shown TOP CHORD 1-2=-7327/531,23=-7357/539 BOT CHORD 7-5=-403/6280,3-5=-403/8280 WEBS 2-5=-448/6786 NOTES 1)2-ply truss to be connected together with 10d(0.137"x3")nails as follows�. Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0-5-0 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.Py 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)Wnd:ASCE 7-05;85mph;TCDL=6.Opsf;BCOL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-nse)gable end zone;cantilever leR antl nght exposed; end vertical leR 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 nonconcurtent with any other live loads 6)Provide mechanical connection(by others)of truss to beanng plate capable of withstanding�00 Ib uplik at joint(s)except Qt=1b)1=461,3=513. 7)This truss is designetl in accordance wiN the 2009 Intemational Residential Code sections R502.11 1 and R802.102 and referenced standard ANSIlTPI 1. 8)Girtler carries tie-in span(s):45-0.0 hom 0.0.0 to'13-0-0 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Slandard 'I)Regular Lumber Increase=1.�5,Plale Increase=1.15 - Uniform Loads(pl� Vert:1-3=-931(F=-915),1-2=-70,2-4=-70 .��5�� ''� �O�w ��.p � o,� � � �� 0 �s�r�,a� October 25,2012 A WARNING-Verify design parameters antl read notes on this Truss Design Drawing and includeA DrJ Re(erence Sheet(fev.03-11')before use.Design valid tor use with MiTek connedor plates only.This design is based only upon parameters shown,and is for an intlividual building component.Applicabiliry , --- of design parameters and proper incorporation of the component is responsibility of building tlesigner or owner of the tmsses end installer. Lateral resVaint tlesignetions shown on intlivitlual weD and chortl members are for compression buckling only,not forbuilding stabildy bracing.Additional lemporary reslrainU diagonal bracing to insure stabilAy during consW ction is the responsibildy of the installer.Additional permanent builtling stabilNy bracing ot lhe overall structure is the responsibildy ot the builtling designer or owner of lhe trusses.For general guidance regarding design responsiDililies,fabncation,qualily control,storage, - ��j� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 7,DSB-89 antl BCSI(Building Component Safety Information)available from CONSULTINGLLC SBCA ffi wwwsbcindust .com. _._ , Job Truss Truss Type qty Ply lot 91 yelm 16060771 81210277 E01 — —— —.�BlE - _ �1� � D Reterence(optionaU ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Industries,Inc.Thu Oct 25 13:3435 2012 Page 1 ID:7SxJjSAzY4vtc3bewfB WGukHAq-1 rYCSPsG0au6W7iqVGVKyVomL_LP?AcCNGxkqcyPsF2 _��_p �_�1_8 � F--�---- ----- -- 1-6-0 7-11-8 Scale=1:18.3 3x6= 1.Sx3 �I 3x6= 3 4 n 3.00 12 3� ; o 3x6 % 5x16 = � c' 1-4 6-7 2 � � ._— _2 5 ._— _—_ 1.5x3 (I 5 �__ 7-11-8 7-11-8 Plate Offsets(X l�' [2:0.6-0 0.&81 . LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.34 Vert(LL) -020 2-5 >440 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.58 Vert(fL) -0.45 2-5 >200 190 BCII 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 Na n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight 30 Ib FT=20% -- ---- --- — _.—.____— ---. . LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structurel wood sheathing directty applied or 6-0.0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direcUy applied or 10.0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=460/0-5-8 (min.0-1-8),5=60/0.5-8 (mirt 0-1-8),4=251l0-5-8(min.0.1-8) Max Horz 2=68(LC 3) � Max UpIiR2=-67(LC 3),4=-60(LC 3) Max Grav 2=460(LC 1),5=135(�C 2),4=251(LC 7) FORCES Qb)-Max.Comp./Max.Ten.-All Forces 250 pb)or less except when shown. NOTES 1)Wind:ASCE 7-05;BSmph�,TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;Exp 8,enclosed;MWFRS pow-nse)9able end zone;cantilever left and nght 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(nortnal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlfPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Irve 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[all by 2-0-0 wide will fit belween the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)Beveled plaie or shim required to provide full bearing surface with truss chord at joint(s)4. 8)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis end design of this Vuss. LOAD CASE(S) Standard .�p58PA �j� 4'�°Q,CI�� '� O,� � � �� u�o October 25,2012 A WARNING-Veriry tlesign parameters antl read notes on this Truss Design Drawing antl inclutletl DrJ Reference S�eet(rev.03-11')before use.Design valid for use with MiTek conneclor plafes onty.This design is based only upon paramelers shown,antl is for an individual building component.Applicability , of design paremeters and proper incorporation of the component is responsibility of builtling aesigner or owner of the tmsses antl installer. Lateral restraint designations s�own on intlivitlual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stability tlurin9 constiuccion is ihe responsibility of the installer.Addttional pertnanent building stabiltty bracing of the overall struclure is Ihe responsibility of the builtling designer or owner of the trusses.For general guidance regarding design responsibildies,febncation,quality control,storage, tlelivery,erection,lateral restraint antl tliagonal bracing,consult ANSIlfPI t,DSB-89 antl BCSI(BUilding Component Safety Infortnation)available from CQNSULnNG(LC SBCA at www.sbcindust .com. . . — . Job Truss Truss Type Qty Ply lot 31 yelm 16060772 B121G277 E02 JACK 4 7 _—_—_____--- —__ __._ Job Reference(ootionap ProBuild Arlington,Arlington,WA 98223 - 7250 s May 11 2011 MiTek Industries,Inc. T�u Oc125 1334:35 2012 Page 1 ID:7SxJjSAzY4vtc3bewfBWGukHAq-1 rYCSPsG0ax6W7iqVGVKyVogO_ON?AcCNGxkqcyPsF2 ��-- -1-G-0--�---� --._..---- �-�1�8-- ------ -----� �-B_� ---� 7-11-8 Scale=1:17A 3 3.00 12 i ' 1-3 2 '' � 1 - — � --- --- 2-4 3x4 \1 4 � ___ 7-11-8 7-11-8 LOADING (ps� SPACING p_ap CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.75 Vert(LL) -020 2-4 >440 240 MT20 185/148 TCDL 10-0 Lumber Increase 1.15 BC 0.39 Vert(TL) -0.45 2-4 >200 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.00 Horz(T�) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matr�c) Weight:21 Ib FT=20% ---- ------ LUMBER - �--�..._._ BRACING—----- — -- TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direcUy applied or 10.0-0 oc bracing- REACTIpNS (Ib/size) 3=249/Mechanical,2=457/0-5-8 (min.0-1-8),4=60/0-5-8(min.0-1-8) Max Horz 2=67(LC 3) Max Uplift 3=-60(LC 3),2=-G7(LC 3) Max Grav 3=249(LC 1),2=457(LC t),4=135(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=25R;CaL II;6cp B;enclosed;MWFRS Qow-rise)gable end zone;cantilever left and right exposed; end vertical left and nght 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 nonconcurrent with any other live loads. 3)'This Vuss has been designed for a live load oi 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 Wss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplik al joint(s)3,2. 6)This truss is designed in accortlance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1 7)"Semi-rigid pitchbreaks with fuced heels"Member end fixity model was used in the analysis and design of this Vuss. LOAD CASE(S) Standard �5�� _��, o�� '��.�� ro x � � �� o �� October 25,2012 AWARNING-Veriry design parameters antl read notes on(his Truss Design Drawing and inclutletl DrJ Reference Sheet(rev.03-17')before use Design valid�or use with MiTek connedor plates onty.This design is based only upon parameters shown,and is for an individual builtling component.Applicability � of tlesign parameters and proper incorporation of the component is responsibility o(building designer or owner o/the irusses antl installer. Lateral res�raint � designations shown on intlividual web antl chord members are tor compression�uckling only,not torbuilGing stabilKy Dracing.Additional temporary resirainV diagonal bracing to insure stability during construction is the responsibility of the installer.AddBional permanent builtling stability bracing of the overall struclure is the responsibildy of the buiMing designer or owner o/the trusses.For general guitlance regardinq design responsibil%ies,fabrication,quality control,storage, delivery,ereclion,lateral restraint and diagonal brecing,consuR ANSI/TPI 7,DSB-89 and BCSI(Builtling Component Safety Information)available lrom CONSULIING LLC SBCA at www.sbcintlustry.com. . Job Truss Truss Type , Qty Ply lot 31 yelm 16060773 8121G277 E03 JACK 6 7 —.-.__ _._ _— ___ ___._—__ __.__ JobReference(pptionaU ProBuild Mlington,Arlington,WA 98223 7250 s May 17 2011 MiTek Intlustnes,Inc. Thu Oct 25 13:34:36 2012 Page 1 ID:LIEtVCQfSqmJLxbzUQckQbzkHD4-V 15agltunu3z7HH03zOZUiLvoOgzkdsLcvgHN3yPsF1 1 6 0 — ..5-�1-8--- �— { F 1-G-0 -�-- �-- 5118 _...._.—. Scale=1:13.9 3 / 3.00 12 � / ' 13 2 � � '� 24 df 3x4 �� 4 5-11-8 5-11-8 LOADING (ps{� SPACING Z_p_p CSI DEFL in (loc) I/defl Utl PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.49 Vert(LL) -0.06 2-0 >999 240 MT20 185/148 TCDL 100 Lumberincrease 1.15 BC 0.69 Vert(TL) -0.14 2-4 >469 180 BC�L OA ` Rep Stress Incr YES WB 0.00 Ho2(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:161b FT=20% LUMBER - ---- --�-- BRACING-----�-- --�-- TOP CHORO 2 X 4 HF No2 TOP CHORD Structural wood sheathing directty applied or 511-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling direcUy applied or 10.0.0 oc bracing. REACTIONS Qb/size) 3=173Mlechanical,2=377/0.S8 (min.0-1-8),4=44/0.S6 (min.0-1-8) Max Horz 2=54(LC 3) Max Uplitt3=-40(LC 3),2=-65(LC 3) Max Grav 3=173(LC 1),2=377(LC 1),4=99(LC 2) FORCES Qb)-Max.Comp./Mac 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 pow-rise)gable end zone;cantilever lek and nght 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 toad nonconcurrent 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 between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connecUOns. 5)Provide mechanical connedion(by others)of truss to beanng plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This trvss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIffPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and tlesign of this Vuss. LOAD CASE(S) Standard �'�'�s ��,�. ,�� 'G��'A �O � �� O�� ,��.� October 25,2012 AWARNING-Veriry design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11�betore use.Design valitl for use with MiTek connec[or plates onty.T�is tlesign is basetl only upon parameters shown,antl is for an intlivitlual DuilAing component.Applica�ility , of design parameters and proper incorporetion of the wmponent is responsibildy of building designer or owner of the trusses and installer.Lateral restraini designations shown on indivitlual web and chortl members are for compression buckling only,not forbuilding stability bracing.Atlditional temporary re5trainU diagonal bracing lo insure stabilily during construction is the responsibilRy of lhe installer.Adtlitional permanent builaing stability bracing o/the overall structure is the responsibility of ihe building designer or owner o!the trusses.For general guidance regarding design responsibilities,fabncation,qualNy conirol,sto�age, Aelivery,erection,lateral restraint and tliagonal bracing,consutt ANSIITPI 1,DSB-89 and BCSI(Buibing Component Safety In�ortnation)available from CO�u�nNGLLC SBCA at wwwsbcindusiry.com. -- ------ ---- • Job Truss Truss Type Qty py lot 31 yelm _ 16060774 6121U277 E04 GABLE t — 1 _ .__.__ ——____._______.________ Jo6 Reterence(Qptionall ProBuiltl Arlington.AAington,WA 98223 7250 5 May 11 2011 MiTek Intlustries,Inc. Thu Od 25 13:34:36 2012 Page 1 ID Eo?pvOgqWHPKM9i0DKUgn1zkHCl-V15agkunu3z7HH03zOZUiLzJOgzkdsLcvgHN3yPsF1 �_—_'1-6-0 —__+._ --.._— —_____—. 5-11-8—_ _ 1-6-0 5_��_8 �--�-----� Scale=114.8 4x4% 4x4 = 3 4 3.00� t° 4x4 = / 5x16 = M � � 2 � � 2-5 0 5 5-11-8 � 5-11-8 Plate Otfsets(X 1�: [2:0.8-0 4&6] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/tlefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 020 Vert(LL) -0.06 2-5 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.69 Vert(fL) -0.14 2-5 >469 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight221b PT=20Mo LUMBER ------ --�-- ---- BRACING - ------- -- ----- -- — TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly appiied or�r11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std 80T CHORD Rigid ceiling direcLy applied or 10.P0 oc bracing REACTIONS Qb/size) 2=379/0-5-8 (min 0-1-8),5=44/0-5-8 (min.0-1-8),4=176/0.5-8(min.0.1-8) Max Horz 2=54(LC 3) Max Uplift2=-65(lC 3),4=-41(LC 3) Max Grav 2=379(LC 1),5=99(LC 2),4=176(LC 1) FORCES pb)-Max Comp./Max.Ten.-All forces 250 pb)or less except when shown. NOTES �)Wind:ASCE 7-05,85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed,MWFRS(low-nse)gabla end zone;cantilever left and nght exposed; end vertical lefl 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 IndusVy Gable End Details as applicable,or consult qualified building designer as per ANSIlfPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of tniss to Deanng plate capable of withstanding 100 Ib uplift at joint(s)2,4 7)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)4. 8)This truss is designed m accordance with the 2009 Intemational Residential Cotle sections R502.711 and R802.1Q2 antl referenced standard ANSIlfPI 1 9)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this Vuss. LOAD CASE�S) Standard jw�� 4�� CO�'P � � � �'� �'�,�nv,��'o October 25,2012 Q WARNING-Venry desgn parameters and reatl notes on this Truss Desgn Drawing and includetl DW Reference Shee�(rev.03-11')Defore use.Design valid for use with MiTek connedor plates only.This design is basetl only upon parameters shown,antl is for an individual Duiltlinq componenL Applicability , of design parameters and proper incorporation of t�e component is responsibility o(builtling tlesigner or owner of the tmsses and installer.Lateral restreint tlesignations shown on indivitlual web and chortl mem�ers are for compression buckling only,not forbuilding stabilily 6racing.Atltlitional temporary restrainV a �� tliagonal bracing fo insure stabildy tluring construclion is t�e responsibility oF t�e installer.Adtlitional permanent builtling stabil%y bracing ot the overall struclure is the responsibilfty of the building tlesigner or owner of t�e trusses.For general guidance regarding design responsibilities,tabrication,qualdy control,storage, ^ n tlelivery,erection,lateral restreint and diagonal bracing,consuA ANSIlTPI 1,DSB-89 antl BCSI(Building Component Safety Intortnation)available from yQNSULnNi7�LLC SBCA at www.sbcindust .com. . Job Truss 7russ Type qty py lot 31 yelm 16060775 81210277 F01 GABLE 2 7 --_-_. _.— ____ _____,____ __ JobReference(optionaU ProBuild Arlington,AAington,WA 98223 7250 s May 11 2011 MiTek Indusiries,Inc.Thu Oct 25 13�.34:36 2012 Page 1 ID:w5S1 bxZ6A0pNJ1 gKqOq52dzkHE6-V15agltunu3z7HH03zOZUiLzHOmHkazLcvgHN3yPsF1 � -1'8-0 + 5-11-7 . --_�--_— 9-9-14 �9-�17 8 1-6-0 5-11-7 3-10-7 0.M-70 3x4 % Scale=121.6 2x4 I I 4 3x4% / 4x10 \\ 400 12 2x4 II 3 3x4 � � ¢ n 4-5 "+ `�' 3x4 % 7-8 -10 3-6 2 � 2 5 _ .._--_—. _ � 1 4x10 = 2x4% 2x4 II 6 5 2x4 �I 3x4 = � 5-11�7 —T— 9��t"8 —� 5-11-7 4-0-1 LOADING �ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.04 2-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 029 Vert(TL) -0.10 2-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 025 Ho2(TL) 0.01 5 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:SO lb Ff=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly appGed or G0.0 oc pudins, except end verticals. BOT CHORD 2 X 4 HF No 2 BOT CHORD Rigid ceiling tlirectly applied or 10.0.0 oc brecing WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS pb/size) 2=544/0-5-8(min 0-1-8),5=401/0-1-10(min.0-1-8) Max Horz 2=106(LC 4) Max Uplift2=-72(LC 3),5=32(LC 5) FORCES (Ib)-Max Comp./Max.Ten-All forces 250 pb)or less except when shown. TOP CHORD 23=-671/21 BOT CHORD 2-6=-28/581,5-6=-28/581 WEBS 3-5=-645/56 NO7ES 1)W nd:ASCE 7-05;BSmph;TCOL=6.Opsf;BCDL=4.8psf�,h=25ft;Cat.II;6cp B;enclosed,MWFRS(low-nse)gable end zone;cantilever left and nght exposed, end vertical left and right euposed;Lumber DO1=1.33 plate grip DOL=1.33 2)Truss designetl 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. 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 Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-8-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members 6)Bearing at joint(s)5 considers parallel to grain value using ANSI/TPI 1 angle to grein fortnula. Building designer should venfy capaciry oi beanng surtace. 7)Provide mechaniwl 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 100 Ib uplift at joint(s)2,5. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIltPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. IOAD CASE(S) Standard 'v�� WAS�C�`�`� � �O � .��, ��,q �'D��o October 25,2012 AWARNING-Veriry desgn parameters and reaA notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use with MiTek conneclor plates onty.This design is based only upon parameters shown,end is for an indivitlual�uilding componenL Applicability , of tlesign parameters and proper incorporation of the component is responsibility of DuiltlinB designer or owner of ihe irusses antl installer. Lateral restraint � designations shown on individuai web and chord members are for compression buckling only,not(orbuilding stabil0y bracing.Additional femporary restrainV ,. .'�� diagonal bracing to insure stabilily dunng construction is the responsiDilily o!the installer.Adtlilional permanent builtling stability bracing otthe overall structure � is ihe responsibility of the builtling designer or owner o�ihe lrusses.For general guidance regartling aesign responsibililies,fabrication,quality control,storage, tlelivery,erection,lateral restraint and tliagonal bracing.consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Sa(ety Information)available Bom CQ�u�nNA�LLC SBCA at wwwsbcindust .com. , JoD Truss — Tmss Type— 4ty Py lot 31 yelm 16060776 81210277 F02 MONO TRUSS 11 1 Job Reference(pptionaU ProBuild Arlington,Arlington,WA 98223 �� 7250 s May 11 2011 MiTek Industries,Ina Thu Oc1 25 133436 2012 Page 1 ID�w5S1bxZ6A0pNJ1gKqOq52dzkHEB-V15agltunu3z7HH03zOZUiLxzOmJkatLcvgHN3yPsF1 � i -1-6-� � 5-11-7 � 1-8-0 rs11•7 —...--.....---- 3-90-7 0-'0 Scale=1:22.3 2x4 I I 4 4 00 12 3x4 % 3 � 4-5 � � 3-6 2 � ----- 2_5 — 1� 0 1 ----- --- — d 6 5 3x4= 2x4 I I 3x4 = i —. 5-11-7 ----� --r 9-��-8 ---1 5-11-7 4-0.1 LOADING (ps� SPACING 2_p.p CSI DEFL in (loc) Vtlefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.35 Vert(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 028 Vert(TL) -0.10 2-6 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 026 Horz(TL) 0.01 5 Na n/a BCDL 8.0 Code IRC2009liP12007 (Matrix) Weight:361b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-40 oc purlins, except end verticals BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS pb/size) 2=544/0.5-8 (min.0.1-8),5=401/0-1-10 (min.0-1-8) Max Horz 2=106(LC 4) Max UpliR2=-72(LC 3),5=32(LC 5) FORCES (Ib)-Max.Comp./Matt.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 23=-654/22 BOT CHORD 2-6=-27/559.5-6=-27/559 WEBS 3-5=-630/56 NOTES 1)Wind�ASCE 7-05;85mph;7CDL=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-nse)gable end zone;cantilever left and nght exposed; end vertical left and rtght 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 nonconcurrent with any other live loads. 3)'T�is truss 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 Fit behveen the bottom chord and any other members � 4) Bearing at joint(s)5 considers parallel to grain value using ANSIlrPI 1 angle to grain formula Building designer should verify capacity ot bearing surtace. 5)Provide mechanical connection(by others)of truss to beanng plate at joint(s)5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding t001b upliN atjoint(s)2,5. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 antl referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAO CASE�S) Standard �ss�x�� w � 4.��,�� o�'�' � ,�- � � �°� ��o October 25,2012 A WARNING-Veriry tlesign parameters and read notes on Ihis tiuss Design Drawing end included DW Re(erence Sheet(rev 03-11')before use.Desgn valid for use with MiTek conneclor plates only.This design is based only upon paremeters shown,and is for an intlivitlual building component.Applica�iliry � — of tlesign parameters and proper incorporation of the component is responsibilRy of builtling designer or owner of ihe trusses and installer. 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