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2835S Truss Specs . . CONSULT/lVG ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 61210241 MiTek 20/20 7.2 2835-3 car The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I6072848 thruI6072865 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSIlTPI 1 Seclion 6.3. �pSP�� D�, 4�o�a��A � o,� � � �� _-- �� _a� .�•� October 30,2012 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 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 ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. ,�. . _9 �{.r t""' �''�.--.�x`:: �,; ..... i�� ; .. .. .. , i � �:------------- f ' Job Truss Ttuss Type ty Ply 2635-3 cer 16072848 I81210241 A01 GABLE Z � Job Reference o tional ProBuikl AAington,AAington,WA 98223,Jane FeNerer 7250 s Aug 25 2011 Mi7ek Intlustnes,Inc.Tue Oci 30 1123:49 2012 Page 1 I D:_5ziv5U_OBipOvmdml WiSAyOLVZ-9NRUszZi90onwWT3wRnzfF_i W2dTJIyRF86u?yOEhe 7��-14 20.3-0 40-6-0 -0.0 20.3-0 203-0 Scale=1:70.6 Sx6 I I 5.00 12 12 13 it 10 14 3x6% 9 15 �s 3x6� 8 17 � 6 � 18 m 5 19 ao 4 20 3 z� 22 � Z � � Iv d ° 3x6= 3x6= 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 5x6 = 5x6 = 7&2-14 40.6-0 40-8-0 Pia�e orrsets�x Y�za�as-o aaay�ss�a�-o ao-a� LOADING(ps� SPACING 2-QO CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.13 Vert(LL) -0.00 1 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.17 Horz(TL) 0.01 22 n/a n/a BCDL B.0 Code IRC2009/TPI2007 (Matrix) Weight:193 Ib FT=20% 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'Except' WEBS 1 Row at midpt 12-32 ST9,ST8:2 X 4 HF No.2 REACTIONS All bearings 40-6-0. (Ib)- Mau Horz 2=116(LC 5) Mau Uplift All uplift 100 Ib or less at joint(s)2,33,34,35,37,38,39,40,41,31, 30,29,27,26,25,24,23 Ma�c Grav All reactions 250 Ib or less at joint(s)2,32,33,34,35,37,38,39,40, 31,30,29,27,26,25,24,22 except 41=357(LC 9),23=376(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-41=269/113,21-23=-278/119 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 C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veRical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 consuft qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-40 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-fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,33,34,35,37,38, _,�p�� 39,40,41,31,30,29,27,26,25,24,23. y p�"� �r 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ��F � standard ANSIlfPI 1. 4 C�,� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. p � LOAD CASE(S) Standard � �� October 30,2012 AWARNING-Verify design parameters antl reaE notes on ihis Truss Design Drawing and inGuAed DrJ Reterence Sheet(rev.0311')betore use.Design vali0 for use with MiTek conneclor plates onty.7his tlesign is based only upon perameters shown,antl is for an intlividual building component.Applicability , of design parameters antl proper incorporation oi the component is responsibilily of builtling tlesigner or owner of the lrusses and insteller.Lateral restraint tlesignations shown on inAivitlual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ tliagonal bracing to insure slabilily during conslruclion is the responsibility of the installer.Add'Rional pertnaneM buiWing slability brecin8 otthe overall sirudure is the responsibiltty of ihe builtling Aesigner or owner of the trusses.For general guidance regartling design responsibilRies,faDrication,quality control,storage, w tlelivery,erection,lateral restraint and diagonal Dracing,wnsutt ANSI/TPI 1,DSB-89 antl BCSI(Building Component Safety Information)available from CQ�u�nNALLC SBCA at wwwsbcindust .com. � Job• Truss Ttuss Type �ty Py 28353 car 16072849 B1210241 A02 Common Truss 14 1 ' ProBuiltl Nlington,AAinglon,WA 98223 7250 s May 11 2011 MiTek Industnes,Inc.Tue Oct 30 12:41:34 2012 Page 1 ID: 5ziv5U OBipOvmdmlWiSAyOLVZ-sayUAVRMXEcisQTPkPIzClhjuXbDVWRc9XgS76y0DYl -1-0- 7-23 1&&10 20.30 2658 33313 40.60 -0.0 7-2-3 6-8-6 6-6-6 6-6-6 686 7-23 Scale=1:67.6 5x6 I I 5.00 12 6 4x4 % 4x4 � 3x8 % 5 � 3x8� 4 8 2x4�� 2x4�i 3 -13 6 1 7-13 9 5 �- � 3' �� 10 � 2 � p 1 d lo 6�_ 15 16 14 17 13 18 12 79 11 4x10 - 3x4 = 5x10 WB= 4x8 — Sx70 WB= 4x4 = 10.58 20.3-0 30.410 40.60 iass s-s-�o as-io iass Pie�e orr�et5 cx� [2 o-a ii edge] [�o o-ao aaat LOADING (psQ SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.99 Vert(LL) -0.56 1315 >860 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.89 VeA(TL) -1.02 1315 >472 180 BCLL 0.0' Rep Stress Incr Yes WB 0.37 Horz(Tl) 028 10 Na n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:158 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2'ExcepY TOP CHORD Structural wood sheathing direclly applied. 8-10:2 X 4 HF�BSOF 1.5E BOT CHORD Rigid ceiling direcUy applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF No2 WEBS 1 Row at midpt 7-�3,5-13 WEBS 2 X 4 HF Stud/Std`6ccepC 6-13,7-13,5-13:2 X 4 HF No.2 OTHERS 2 X 4 HF Slud/Std WEDGE Left:2 X 4 HF Stud/Std REACTIONS (Ib/size) �0=1849/Mechanical,2=1939/4S8(min.0.33) Max Horz 2=116(LC 5) Max UpliR 10=-246(LC 6),2=-295(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4052/539,3-4=-3670/484,4-5=-3509/480,56=-2586/375,67=-2586l373,7-8=-3557/494, &9=3718/466,9-10=-4108/559 BOT CHORD 2-15=-5'19/3637,15-18=34112992,1416=-341/2992,1417=341/2992,13-17=-341/2992,13'18=-252/3012, 12-18=-252/3012,12-19=-252/3012,11-19=-252/3012.10.11=-445/3722 WEBS 8-13=-158/1454,7-13=-984/266.7-11=-57/882,9-11=-502Y219,5-13=-940261,5-15=-46/639, 3-15=-452/206 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.Bpst;h=25ft;Cat.II;6cp C;enclosed;M WFRS(low-rise)gable entl zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent wiih any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 2461b uplik at joint 10 and 295 Ib uplifl at joint 2. � 7)This Wss is designed in accordance with the 2009 Intemational Resitlential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI t. �x 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this Vuss. - �[{,�, �� Y'� � LOAD CASE(S) Standard 4„�� o,� ,� ��' �� October 30,2012 AWARNING-Veriy tlesign parameters antl reed notes on this Truss Design Drawing antl included DrJ Reterence Sheet(rev.03-11)before use.Desipn valitl for use wit�MTek conneclor plates only.This design is basetl onry upon parameters shown,a�is for an indiMdual builtling component.Applicability , of design parameters and proper incorporation of the component is responsibildy ot building designer or owner oi the trusses antl installer.Laterel resiraint designalions shown on individual web antl chortl members are tor compression buckling only,not forbuilCinp stabilNy bracing.Additional temporery restrainU diaponal bracing to insure stability during construdion is the responsibilily oi the installer.AtldNional pertnanent building slabildy bracing of the overall slivc[ure is the responsibildy of the building designer or owner of the trusses.For penersl guidance regarding design responsibililies,febrication,qualily control,storage, w tlelivery,erection,lateral restraint antl diagonal bracing,consull ANSI/TPI 1,D58-89 and BCSI(Building Component Safety Infortnation)available from ��u�nNfi L�C SBCA at www.sbcindust .com. • Job Truss Truss Type aty Ply 28353 car 16072850 81210241 A03 MOD.QUEEN 5 � ' ProBuiltl Nlington,AAington,WA 98223 7.250 5 May 11 2011 MiTek Industries,Inc.Tue Oct 30 12:41:42 2012 Page 1 ID: SzivSU_OBipOvmdmlWiSAyOLVZ�6RVrEXNfhcZpe5yC5RrXR05 IJaN7Zn?ndPfyODYd -1-0. 7-2-3 13-&10 20.30 26-&6 3&313 40.60 1-6- -0-0 7-23 6-6-6 6-6-6 E6-6 6-8-6 7-2-3 -0-0 Scale=7:67.7 5� II 5.00 12 6 4x4 � 4x4� 3x8 % 5 � 3x8� 4 8 2x4\� 2x4 �i 3 '14 � 7-14 9 6 �- g_� 12 Z i 70 11� YI� Id ° 6� _ 16 17 15 18 14 19 13 20 12 6� - 3x4= Sx10 WB- 4x8- 5x10 WB= 3x4 = 10.�r6 243�0 30.0.10 40.60 1468 9-9-'10 39-10 10.56 Plate Offsets(X l�� f70-4 11 Edge] [10�0-4-11 Edgel LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) I/deFl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.98 Vert(LL) -0.56 1416 >861 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(fL) -1.02 1416 >473 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.36 Horz(TL) 0.28 10 Na n/a BCDL 8.0 Code IRC2009lfP12007 (Mffirix) Weight:1601b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied. 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•ExcepC WEBS 1 Row at midpt 5-14,7-14 5-14,E14,7-14:2 X 4 HF No2 OTHERS 2 X 4 HF Stud/Sld WEDGE Lek:2 X 4 HF Stud/Std,Right:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=1930/0.S8(min.433),10=1930/0-5-8(min.0.33) Mau Horz 2=108(LC 5) Max Uplifl2=-295(LC 5),'10=-295(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-0029/537,3-4=-3647/482,4-5=-3486/478,5-6=-2563/371,6-7=-2563/371,7-8=3486/478, 8-9=-3647/462,9-1�-4029/537 BOT CHORD 2-16=-509/3616,16-17=331/2971,1517=331/2971.15-18=-331/2971,14-18=331/2971,1419=-223/2971, 1319=-223l2971,13-2�-223Y2971,12-20=-223/2971,10.12=-402J3616 WEBS 3-'16=-452/206,5-16=-46/639,5-14=-940/261,6-14=-155/1478,7-'14=-940/261,7-12=-46/639, 9-12=-452/207 NO7ES t)Unbalanced roof live loads have been wnsidered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25k;Cal.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;canlilever lefl antl 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 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 recfangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members,with BCDL=B.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 295 Ib uplik at joint 2 and 295 Ib uplifl at joint 10. 6)This lruss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard - ��.1��j_.,_ t�' +� .,,t� � 4� �� c�'o � � � �� ,��►�.�° Odober 30,2012 AWARNING-Veriy design parameters antl read notes on this Tniss Design Drawing anA inclutletl DrJ Reference S�eet(rev.03-11')Detore use.Design vali0 for use with MTek connaclor plates only.This tlesign is basetl only upon paramelers shown,and is tor an intlividual building component.Applicabiliry , of design parameters and proper incorporation of the component is responsibilily of building tlesigner or owner of the trusses antl installer. Lateral restraint tlesignations shown on indi�ridual web and chortl members are for compression buckling only,not forbuiltling stabilKy bracing.Additional temporary restrainU diagonal bracing to insure stability tlunng construclion is t�e responsibility ot t�e inslaller.Adtldional pennanent building stabilily bracin8 oithe overall siructure is the responsibili[y of the building designer or owner of lhe trusses.For general guidance regartling design responsibilities,fabncation,quality control,slorage, w delivery,erection,lateral restraint and tliagonal brecing,consutt ANSIlfPI 1,DSB-89 and BCSI(Building Component Satety Infortnation)available from CQ��nNf7I L�C SBCA at www.sbcintlust .com. ' Job Truss Truss Type Qty Ply 28353 cer 18072851 61210241 801 GABLE i � Job Reference o tional ProBuiltl AAington,Arlington,WA 98223,Jane Fertlerer 7250 s Aug 25 2011 Mi7ek Indusiries,Inc.Tue Oct 30 1123:55 2012 Page 1 I D:_5ziv5U_OBipOvmdm�WiSAyOLVZ-_Xo170dTkEZweRwD HiuNvWDkaSgoOSprpBbQ6fy0EhY _�-o-�-'-Z �o-e-a z�-s-o z2-�-o �-ao i o-a-a i o-s-o �-o-o Scale=1:38.9 4x4 I I 6 5 � 5.00 t2 4 8 r' 3 9 m v �o z " lv � � 3x4= 19 18 17 i6 15 14 13 12 3x4= 3x4= 9-1-2 21-6-0 21-8-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.16 Veri(LL) 0.01 11 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) 0.03 11 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.07 Horz(TL) 0.00 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:78 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-QO 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 REACTIONS All bearings 21-6-0. (Ib)- Max Horz2=63(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,16,18,19,14,13,12,10 Max Grav All reaclions 250 Ib or less at joiM(s)2,15,16,18,14,13,10 except 19=408(LC 9),72=408(LC 10) FORCES (Ib)-Max.Comp./Matt.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-19=3061128,9-12=-306/128 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veAical 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 Industry Gable End Details as applicable,or consuR 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 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent wilh 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-fr0 tall by 2-0-0 wide will fA 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)2,16,t8,19,14,13, 12,10. 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 L `,�p�� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �)i+" `� w �' LOAD CASE(S) Standard 4 a� ��,� o,� .� �,� �� October 30,2012 AWARNING-Veriy Oesign parameters antl reed notes on this Tiuss Design Drawing and inGutletl DrJ Reterence Sheet(rev.03-11�before use.Design valitl for use wilh MTek connector plates only.This tlesign is baseA ony upon paremeters shown,and is for an indivitlual building component.Applicability � of design paremeters and proper incorporation of the component is responsibili[y ot building designer or owner oithe trusses antl installer.Laterel restraint designations shown on individual web and chord members are for compression buckling only,not forbuildin0 stability bracing.Add�ional temporary resiraintl tliagonal bracinq to insure stability during consiruclion is the responsibility of the installer.Adtlilional pertnanent building slabilily Dracing of lhe overall struclure is ihe responsibiltly of ihe builtling Aesigner or owner ott�e trusses.For general guidance regartling Aesign responsibililies,fabrication,qualily control,storage, w tlelivery,ereclion,lateral restreint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from ��nNff L�C SBCA at www.sbcintlust .com. ' Job Truss Truss Type ty Ply 2835-3 cer 18072852 87210241 802 Common Truss 4 1 Job Reference o tional ProBuiW AAington,Arlington,WA 98223,Jene Ferderer 7250 s Aug 25 2011 MiTek Intluslries,Inc.Tue Oa 30 11:23:58 2012 Page 7 ID: 5ziv5U OBipOvmdmlWiSAyOLVZ-SjM7KMe5VXhnGbVPqPPcRkmtqsxZ7sv?�rJ� e5y0EhX _�_a8-�-2 5-g-g 10-9-0 15-9-10 21-6-0 g 22-8-0 1-40 5-8-8 5-0-10 5-0-10 5-&6 1-0-0 Scale=1:38.6 4x6= 4 5.00 12 2x4\\ 2x4�/ 3 5 � m v 6 o' 2 7 lo 10 9 8 4X4— 3x4 = 3x4= 3x4= 4x4= 9-t-2 9'�"z 7-4-10 14-1� 21-6-0 7-4-10 8-8-13 7-4-10 Piace orrsets{x v�� 2 a2-s aaz�.�s a2-s.aaz� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.08 10 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.37 Vert(TL) -0.22 68 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.27 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:74 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-6 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=991/0-5-8 (min.0-1-10),6=991/0-5-8 (min.0-1-10) Max Horz 2=63(LC 5) Max Uplift2=179(LC 5),6=-179(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-1784/255,3-4=-1549/239,4-5=1549/239,5-6=-1784/255 BOT CHORD 2-10=-220/1571,&10=-73/1055,5-9=73/1055,6-8=-158/1571 WEBS 48=-81/524,5-8=-371/164,4-10=-81/524,310=-371/164 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 C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veriical leTl 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 redangle 3-Cr0 tall by 2-0-0 wide will fA between the bottom chord and any other members. 5)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=179, 6=1�9. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� 4,��' , "�,ac'`� � 0 � �� ,��.�° October 30,2012 AWARNING-Verify design parameters end iead notes on this Truss Design Drawing and inclutletl DrJ Reference Sheet(rev.0&11')betore use.Desipn valiC for use with MTek conneaor plates onry.This design is Eased only upon perameters shown,and is for an inAivitlual builtlinq component.Applicabiliry � of design parameters antl proper incoryoration of the component is responsibilily of Duiltling designer or owner of the trusses and installer. Lateral resiraint Oesignations shown on indivitlual weD antl chord members are Tor wmpression buckling ony,not forbuilding stabilily bracing.ACOitional temporary restreinU diagonal bracing to insure stabildy during construclion is the responsibilRy of the inslaller.Addflional permanent builtling slability brecing oithe overall siructure is the responsibilily of ihe buikling desiBner or owner of the trusses.For general guidance regartling design responsibilities,fabrication,quality control,storage, delivery,erection,lateral restraiM and diagonal bracing,wnsutt ANSI/TPI 1,DSB-89 antl BCSI(Building Component Safety Iniormation)aveilable from CO�u�nN�LLC SBCA at www.sbcindust .com. _ ' Job Truss Truss Type ty Ply 2e353 cer 16072853 81210241 C01 GABLE 1 1 Job Reference o tional ProBuild Arlington,AAington,WA 98223,Jane Feiderer 7250 s Aug 25 2011 Mi7ek Intlustries,Inc.Tue Ocl 30 1123:58 2012 Page 1 4 ID: 5ziv5U OBipOvmdmlWiSAyOLVZ-O6Ut12gL18xWvfoyqRq�(,9�GgcibmWHV9q4jy0EhV �0-�� 5-5-7 � 9-7-0 I 13-8-9 � 1&2-0 f°Y�'- �-o 0-9-0 5-5-7 4-1-9 4-1-9 5-5-7 0-&0� Sx8 I I Scale=1:43.3 3x4� 4 3x4� 3x4� 3x4� 7.00 12 3x6 i 3x6� 3 5 � v� u� 2 6 7 �n �� I o 3x8- 10 3u6� i&2-14 3x8= 9 8 18-2-74 g-7-0 � 1&2-0 9-7-0 9-7-0 Piate orrsets�x YUz�ae-i aa�oy�s�az-a ai-s� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.26 Vert(LL) -0.19 2-10 >846 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.40 Vert(TL) -0.46 2-10 >352 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.26 Horz(TL) 0.04 6 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 (Matrix) Weight:92 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 49-6 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 7-1-8 except(jl=length)2=0-5-8. (Ib)- Max Ho22=-155(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)except 2=-157(LC 5),6=-160(LC 6) Max Grav All reactions 250 Ib or less at joint(s)9,8 except 2=861(LC 1),6=773(LC t) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1167/201,3-4=-871/171,45=867/173,5-6=-1184/212 BOT CHORD 2-10=-1511946,9-10=-102/940,8-9=102/940,68=-102/940 WEBS 4-10=-81/512,5-10=-330/183,310=340/164 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.OpsT;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plffie 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 Industry Gable End Details as applicable,or consuR qualfied building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wkh any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 157 Ib uplift at joint 2 and 160 Ib uplift at � joint 6. �� 9)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced � � �j` standard ANSI/TPI 1. �. � C�,� 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. p LOAD CASE(S) Standard � � �� ,�� October 30,2012 AWARNING-Verify tlesign paremeters end reatl notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11�before use.Design valitl tor use with MiTek connecior plates only.7his tlesign is based only upon parameters shown,and is for an intlividual building component.Applicability � of tlesign parameters and proper incorporation of the component is responsibility of building designer or owner otihe lrusses and installer. Lateral restraint tlesignations shown on inAivitlual web antl chortl memDers are for compression buckling only,not forbuilding stability bracing.Additional temporary reslrainV diagonal bracing to insure staDility durinp construction is the responsibilily of ihe installer.AddNional permanent building slability brecing otihe overall structure is ihe responsibilily of the building designer or owner of the trusses.For general guitlance regartling design responsibililies,fabrication,quality control,storage, delivery,erection,lateral resUaint antl tliagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Safety Information)availaDle from MUQI/I nN/��LC SBCA at wwwsbcindust .com. vviwv�. a� • Job Truss Truss Type Qty Ply 2835-3 car 16072854 81210241 CO2 OBL.HOWE 1 �f L •ProBuild Nlinglon,AAington,WA 98223 7250 5 May 17 2011 MiTek Indusiries,Inc.Tue OG 30 12:41:55 2012 Page 1 ID:_Sziv5U_OBipOvmdmlW SAyOLVZ-kcjQaghXbhFjteaSTKAuYB3Mo?ojwsMi_IF3NOy0DYQ 3-8-5 6-7-11 &7-0 12-65 1SS11 1&2-0 3-&5 2-11-5 2-'11-5 2-11-5 2-1'I-5 3-8-5 7x14 MT18H�i Scale=136.5 4 6x8 ! 6x6� 7.00 12 3 5 W 4x8 ! 4x8� v� -� s 2 � 3-0 5-0 _y 5x16 i Sxi6 J 2 1 Z- 7 1 � -' Id 12 11 10 9 8 3x10 II 10x10 = 12x12 = 10x70 = 3x10 II i 3-&5 6-7-11 9-7-0 12-E5 'ISrr11 1&2-0 ' 3-&5 2-11-5 2-11-5 2-11-5 � ' 3-8-5 PlateOTfsets(Xl�� [1�0-4-110.2-0] [4�0.2-14Edge]p�0-4-110.2-0] [9�0.&80-SO] f1��0-&80.5-0] LOADING (ps� SPACING 2-0.0 CSI DEFL in (loc) UdeFl Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.18 10.11 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.66 Vert(TL) -0.38 10.11 >594 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.10 7 n/a n/a BCDL 8.0 Code�RC2009lfP12007 (Matrix) Weight:212 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE TOP CHORD Struclural wood sheathing directly applied or 2-11�oc puAins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 140.0 oc bracing. WEBS 2 X 4 HF Stud/Std'ExcepC 3-11,4-10,5-9:2 X 4 HF No2 WEDGE Left:2 X 6 HF No2,Right:2 X 6 HF No2 REACTIONS (Ib/size) 1=9457/0-58(min.0.411),7=9457/0.5-8 (min.0.411) Max Horz'1=-155(LC 3) Max Uplift�=-1675(LC 5),7=-18�5(LC 6) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-14829/2625,2-3=-12138/2176,&4=-9449/1734,4-5=-9449/1734,5-6=-12138/2176,6-7=-14829/2626 BOT CHORD 1-12=-2257/12627,11-12=-2257/12827,10.11=-1823/10444,9-1 0=-1 783/1 0444,8-9=-2195/12627, 7-8=-2195/12627 WEBS 2-12=-496/2927,&11=-748/419'I,4-10=-1661/9175,59=-746/4191,68=-497/2927.2-11=-2698/534, 3-10=-3769l737,5-10=-3769(I37,6-9=-2698/535 NOTES 1)2-ply Wss to be connected together with 10d(0.131'k3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0.&0 oc. Bottom chortls connected as follows:2 X 6-2 rows at 4S0 oc. Webs wnnected 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(8)face in Ne LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enGosed;MWFRS(low-rise)gable end zone;cantilever lefl and right exposed; end vertical left and right exposetl;Lumber DOL=1.33 plate grip DOL=1.33 5)All plates are MT20 plates unless othen✓ise indiwted. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - - 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit belween the bottom � chord and any other members. � � �f�� 8)Provide mechanical connection(by others)of Wss to bearing plate capable of withstanding 1675 Ib uplift at joint 1 and 1675 Ib uplift at joint 7. � � 9)This truss is designed in accordance with the 2009 Intemational Residentlal Code sections R502.11.�and R802.102 and referenced standard ANSIlTPI 1. �� 0)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this Vuss. C� O LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Unifortn Loads(pl� Vert:1-7=-941(F=-925),1-4=-70,47=-70 � �� ,��.�' October 30,2012 AWARNING-Verify design paremeters antl reatl notes on this Truss Design Drawing and includetl DrJ Reference Sheet(rev.03-11)before use.Design vali0 for use with MiTek connector plates only.This design is based only upon parameters shown,and is tor an intlivitlual building component.Applicabiliry � oi desipn parameters antl proper incoryoralion of the component is responsibilily ot Duiltling designer or owner ott�e trusses and installer. Lateral restreint tlesignations shown on indivitlual web antl chortl members are for compression Duckling only,not forbuilAing staDilily Dracin0�AtlOitional temporary restrainV diagonal bracing to insure slability during constiuction is lhe responsibilNy of the insteller.Atldilional permanent building stabilky brecing oithe overall struclure is the responsiUility of the builtling tlesigner or owner otthe trusses.For general guidance regartling tlesign responsibilities,fabrication,qualfty control,storage, /� delivery,erection,lateral restraint and diagonal Dracing,consutt ANSI/TPI 1,D56-89 and BCSI(Building Component Safety Information)available from ��V�nNR LLC SBCA at www.sbcindusl .com. ' Job Truss Truss Type ty Ply 2835-3 car 16072855 B1210241 DOt GABLE > > Job Reference o tional � ProBUild AAington,AAington,WA 98223,Jane Feiderer 7250 5 Aug 25 2011 MiTek Intlustnes,Inc.Tue Od 30 11:24:01 2012 Pege 1 Z�4 ID: 5ziv5U_OBipOvmdmlWiSAyOLVZ-pg9003iEK3J4MMONdz?n8nTo0tkFOBIkC721KJy0EhS _p_g�f- g_3_p 12-8-0 13-3-0 0-9-0 83-0 63-0 0-9-0 4x4 I I Scale=1:27.8 5 7.00 �z 4 6 o � p 3 8 � 2 g �in 0 3x4- 14 13 12 11 10 3x4 = 18-2-14 12-6-0 12�-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.04 Vert(LL) 0.00 8 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) 0.00 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 IRC2009lTPI2007 (Matrix) Weight:46 Ib FT=20% 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 REACTIONS All bearings 12-6-0. (Ib)- Mau Horz2=705(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)2,S,13,14,11,10 Max Grav All reactions 250 Ib or less at joint(s)2,B,12,13,14,11,10 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.Spsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever lefl and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss onty. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuk qual'fiied building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the boriom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fR 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 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _,.CRp�� pV� „y� ��'� �t� 4 � �+').o'� � � �� October 30,2012 AWARNING-Verify desipn parameters and read notes on t�is 7russ Design Drawing and inGutletl DrJ Reference Sheet(rev.03-1 t�before use.Design valitl for use with MTek conneclor plates onty.T�is tlesign is based only upon parameters s�own,and is for an indi�ridual building component.Applicability � of design parameters and proper incorporation of the component is responsibility ot building designer or owner of lhe trusses anG installer.Lateral restreint tlesignations shown on intlividual web and chorU members are tor compression buckling only,not forbuilding stabilily bracing.Addilional temporary reslrainU diagonel bracin0 to insure stabilily during construciion is t�e responsibility of the installer.Adtlitional permanent building stabilily Dracing of the overall structure is t�e responsibilily otihe Duilding designer or owner of the trusses.For general guitlance regaNing design responsibilfties,fabricetion,qualdy coMrol,storage, n delivery,eredion,lateral resiraint antl tliagonal bracing,consuttANSIlTPI 1,DSB-89 antl BCSI(Builtling Component Safety Infortnation)evailable from ��u�nNf7I LLC SBCA at www.sbcinGust .cam. ' Job Tfuss NSS Type ty Ply 2835-3 car • 16072858 81210241 E01 GABLE 1 1 Job Reference o tional � ProBuikl Arlington,Ahington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Indusiries,Inc.7ue Oc130 1124:03 2012 Page 1 ID: 5ziv5U 08ipOvmdmlWiSAyOLVZ-13HmoljUshZocgYm101FECZ6MhPFG5vOFQXrO8y0EhQ �9'�-2-14 5�8 I — — 11-1-0 I 11-� 0-9-0 5-&8 5-8-8 0-9-0 4x4 I I Scale=1:26.5 4 7.00 12 2x4 II 2x4 II 5 3 r 6 � 2 � i u> l� 0 10 9 8 3x4= 3x4= 2x4 I I 2x4 I I 2x4 I I 18-2-14 11-1-0 11-1-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) 0.01 7 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 7 n/r 120 BCLL 0.0 ` Rep Stress Incr Yes WB 0.06 Ho2(TL) 0.00 6 n/a n/a BCDI 8.0 Code IRC2009ITPI2007 (Matrix) Weight:38 Ib FT=20% 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 No.2 BOT CHORD Rigid ceiling directly applied or 70-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 11-1-0. (Ib)- Max Horz2=-93(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)2,6,9 except 10=307(LC 1), 8=307(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;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 lhe plane of lhe truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qual'rfied building designer as per ANSIlTPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-QO wide will fit between the boriom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6,10,8. 9)This truss is designed in accordance Hrith the 2009 International Residential Code sections R502.11.1 and R802.t0.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _,�p¢�� V�.— �.,v� � �� ,��a� �� o,� �q� � �� .�i„o,,,�,�'° October 30,2012 A WARNING-Verify design paremeters and read notes on lhis TNSS Design Drawing and inclutletl DrJ Reterence Sheet(rev.03-11�before use.Design valid for use with M7ek connector plates only.This design is baseC onty upon paremeters shown,and is for an indivklual builtling component.Applicability , of tlesign parameters and proper incorporation of ihe component is responsibilily ot builtling designer or owner of lhe lrusses antl insteller. Lateral restraint designations shown on indivklual web anA chord members are for compression buckling only,not forbuilding stabilily bracing.AAAitional temporary restrainV OiaBOnal bracing to insure stabilily tluring construction is the responsibilky of the installer.Add'Rional pertnanent buiWing stability bracing oithe overall struclure is t�e responsibility of lhe builtling tlesigner or owner of ihe trusses.For general guitlance regarding design responsibililies,faDncation,quality control,storage, w tlelivery,erection,lateral restraint and diagonal brecing,consufl ANSI/TPI 1,DSB-89 and BCSI(Buikling Component Safety Information)available from CQ�u�,nNK CLC SBCA at www.sbcintlust .com. • Job Truss Truss Type ty Ply 28353 cer . 16072857 B7210241 E02 FINK � 2 �ob Reference O tiOf181 ProBuild Arlington,Arlington,WA 98223,Jane Fertlerer 7250 5 Aug 25 2011 MiTek InCustries,Inc.Tue Oct 30 1124:04 2012 Page 1 ID: 5ziv5U OBipOvmdmlWiSAyOLVZ-DFr905k6d_hfDq6yl5��r�P�5Ez5eo?JzAu4HPweyOEhP 18-2-14 3_1_12 5_g_g 7-17-4 11-1-0 3-t-12 2-4-12 2-4-12 3-1-12 6x6= Scale=124.9 3 7.00 �p 2x4 \� 2x4�/ 4 2 5 1 � Ia 7 6 10x10= 10x10= Sx8� 5x8 � \ 18-2-14 1&2-14 3-11-5 7-1-11 11-1-0 3-11-5 3-2-5 3-11-5 Piate offsecs a v�� ri•a�-�s az-s�,ls as-�s az-si LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.31 VeA(LL) -0.06 6-7 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.48 Vert(TL) -0.13 6-7 >954 180 BCLL 0.0 ' Rep SVess Incr NO WB 0.97 Horz(TL) 0.03 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:100 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 4-4-1 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudlStd REACTIONS (Ib/size) 1=5371/0-5-8 (min.0-4-7),5=5371/0-5-8 (min.0�-7) Man Horz 1=-89(LC 3) Max Uplift1=951(LC 5),5=-951(LC 6) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=7081/1256,2-3=-6974/1275,3-4=6974/1275,4-5=-7081/1256 BOT CHORD t-7=1067/5982,6-7=-723/4309,5-6=-1031/5982 WEBS 3-7=705/3792,3-6=-705/3792 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords conneded as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. Webs conneded as follows:2 X 4-1 row at 0-&0 oc. 2)All loads are considered equally applied to all plies,except'rf noted as front(F)or back(B)face in the LOAD CASE(S)seclion.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plffie grip DOL=1.33 5)This truss has been designed for a 10.0 psf boriom 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 reclangle 3-Cr0 tall by 2-0-0 wide will fA between the bottom chord and any other members. 7)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b)1=951, 5=951. � 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � � � standardANSIlfPl1. 4,�� d��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 O�' 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 � � �� ,��.� October 30,2012 AWARNING-Verify design parameters and iead notes on this Truss Design Drawing and inGuded DrJ Reference Sheet(rev.03-11')before use.Design valitl for use wit�MTek connector pletes onty.This tlesign is based only upon parameters shown,and is tor an indiviAual Duiltling component.Applicability � of design parameters and proper incoryoration of the component is responsibilily of buibing designer or owner oit�e lrusses and installer.Lateral restrainl designations shown on indi�ritlual web and chord members are for compression buckling only,not forbuilding stability bracing.Atltlitional temporary resiraint/ tliagonal bracing to insure stability during construclion is the responsibilily of the ins�aller.Addilional pertnanent building stabilily bracing of the overell struclure is the responsiDility of the builtling tlesigner or owner of the trusses.For general guidance regartling desi9n responsibilMies,tabrication,quatity control,storage, tlelivery,erection,lateral resfraint and tliagonal bracing,consutl ANSIRPI 1,DS&89 antl BCSI(Builtling Component Safety Intormation)available from ��u�nN�LCC SBCA at www.sbcintlust .com. ' Job Truss Truss Type ty Ply 2835-3car 16072857 81210241 E02 FINK � Z �ob Reference O �iOf181 ProBuiltl AAington,Arlington,WA 98223,Jane Fertlerer 7250 s Aug 25 2011 MiTek Industries,Inc.Tue Ocl 30 1124:04 2012 Page 2 I D:_5ziv5U_OBipOvmdmlWiSAyOLVZ-DFr905k6d_hfDq6y I5YUmP5Ez5eo?JzAu4HPweyOEhP LOAD CASE(S) Standard Un'rfortn Loads(pl� Vert:t-5=-941(F=-925),t-3=-70,3-5=-70 AWARNING-Verily tlesign parameters antl read notes on this Truss Design Orawing antl inGUtled DrJ Reterence Sheet(rev.03-11)betore use.Design valitl for use wilh MTek connector plates only.This design is based only upon parameters shown,end is for an indivkfual builtlinq component.Applicabiliry , of design parameters and proper inwryoretion of ihe wmponent is responsibilNy of builtlinp Oesigner or owner of t�e tmsses end installec Lateral reshaint designations shown on indi�ridual web anA chord members are for compression buckling only,nol forEuilding stabilily bracinq.AAAitional temporary resirainU tliagonal Drecing to insure stabilRy tluring construction is the responsibilily ot t�e installer.Addilional pertnanerM buildinp slability bracing of ihe overell struclure is ihe responsibildy of ihe builtlinp tlesigner or owner of the trusses.For general guidance regartlirig design responsibildies,faDricetion,quality control,storage, ^ tlelivery,erection,lateral restreiM and diagonal brecing,consufl ANSIRPI 1,DSB-89 and BCSI(Building Component Safety Inioimation)available from ��V`,nNf7 LLC SBCA at www.sbcindusl .wm. - Job Truss Truss Type ty Ply za35s car 16072858 81210241 F01 GABLE Z � Job Reference o tional ProBuild AAington,AAington,WA 98223,Jane FerUerer � 7250 s Aug 25 2011 MiTek InAustries,Inc.Tue Oct 30 11:24:05 2012 Page 1 I D:_Sziv5U_OBipOvmdmlWiSAyOIVZ-hSPXDRIkOIpVr_h8so3jJdeS?�17�F�kv2J6k0yT4y0Eh0 -1-0-0 9-1-2 5-&7 9-11-8 1-0.0 5-8-7 4-&1 Scale=121.8 3x4 % 2x4 �� 4 3x4% 3.00 �p 4x'10 \\ 3x4% 3 3x4= 5x16 = 2 � ' 6 2x4 I I g 3x4 — 9-1-2 9'�'2 5-8-7 � 9-71-8 _ _ 5-8-7 4-&1 Plate Offsets(X Y) f2�0-8-0 4361 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.10 VeR(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.21 VeA(TL) -0.10 2-6 >999 180 BCLL 0.0 ` Rep SVess Incr Yes WB 0.34 Horz(TL) 0.02 5 n/a n/a BCDL S.0 Code IRC2009lTPI2007 (Matrix) Weight:44 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Strudural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF StudlStd BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 5=407/Mechanical,2=504/0-5-8 (min.0-1-8) Max Horz2=101(LC 4) Max Uplift5=-77(LC 5),2=-121(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-877/127 BOT CHORD 2-6=-138/811,56=-138/811 WEBS 3-5=851/169 NOTES 1)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;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 Details as applicable,or consuft qual'rfied building designer as per ANSI/TPI 1. 3)Gable studs spaced at 2-0-0 oc. 4)This truss has been designed for a 10.0 psf bottom 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 redangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except(jt=1b) 2=121. 8)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. �� 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 �� o,� �q� � �� -°�„b,,,,,►�,g�' October 30,2012 AWARNING-Veriy tlesign parameters and reatl notes on this Tniu Design Draw�ng and includeA DrJ Reterence Sheet(rev.03-11)before use.Design vali0 for use with MiTek conneaor plates only.This design is basetl onty upon parameters shown,and is for an individual building component.ApplicaDility , of Aesign parameters and proper incorporation of the component is responsibiliry of Duiltlinp designer or owner of t�e Vusses antl installer.Lateral reslraint designations s�own on inAividual web and choid members are for compression buckling only,not forbuilding stebili[y bracing.Additional temporary restrainV tliagonal bracing to insure stabilily durinq constnidion is the responsibilily of the insteller.Atldilional pertnanent building stability brecing of the overall structure is the responsibilky of the building designer or owner of the trusses.For general guitlance regarding design responsibililies,fabrication,qualily control,storage, w tlelivery,erection,lateral restraint and diagonal bracing,consufl ANSIlfPI 1,DSB-89 antl BCSI(Building Component Safely Information)available(rom CQ�V�nNif(LC SBCA at www.sbcindust .com. ' Job Truss Truss Type ty Ply zas53 car 16072859 B1210241 F02 MonopRCh Truss 9 1 - Job Reference o tional ProBuiW AAington,AAington,WA 98223,Jane FerUerer 7250 5 Aug 25 2011 MiTek Intlustries,Inc.Tue Ocl 30 1124:08 2012 Page 1 ID: 5ziv5U OBipOvmdmlWiSAyO�VZ-9ezvRnmN9cxMT7GKQWayrqBbPuOVTA�IL�T2�OmW?WyOEhN _�_p_p 9'1-2 5_g_7 I 9-it-8 �_p_� 5_g_7 43-1 Scale=1:21.4 2x4 I I 4 3.00 12 3x4= 3 2 � ' 6 2x4 �� g 3x4 = 3x4= 9-1-2 9'�"2 5-&7 9-1 b8 � sa� I a3i - LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.25 Vert(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.21 VeA(TL) -0.10 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.34 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:33 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=407/Mechanical,2=504/0-5-8 (min.0-1-8) Max Horz2=101(LC 4) Mau UpliftS=-77(LC 5),2=-121(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-858/127 BOT CHORD 2-6=134/788,5-6=-134/788 WEBS 3-5=835/166 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25fl;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wfth any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the botlom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical conneclion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5 except(jt=1b) 2=121. 6)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pftchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �A�� t � � �A o,� � � �� ,�,�.�° October 30,2012 AWARNING-Verify design paramelers and read notes on lhis Truss Design Drawing anC inclutletl DrJ Reterence Sheet(rev.03-t t�before use.Design valitl tor use with MTek connector pletes ony.This design is besed ony upon parameters shown,antl is for an intli�ridual building component.ApplicaDiliy , of design perameters antl proper incorporation of the component is responsibili[y ot buiklinp tlesipner or owner oithe trusses antl installer.Lateral restreint tlesignations shown on indivitlual web and chord members are tor wmpression buckling only,nol forbuiWing slability bracing.Additional temporary restrainU diagonal bracing to insure stabildy durinp construIXion is the responsibilily oi the installer.AtldRional pertnanent building stabilily bracing of lhe overall structure is the responsibilily of the builtling designer or owner of the trusses.For peneral puidance regarding Oesipn responsibilNies,fabricetion,qualily coMrol,storage, ^ delivery,eredion,laterel restraint and diagonal Dracing,consufl ANSIlTPI 1,DSB-88 and BCSI(Builtling Component Safety Infortnation)available trom ��u�nNii(CC SBCA at wwwsbcintlust .wm. ' Job Truss Truss Type ty Ply zs35-3 car 16072860 B7210241 G01 Monopitch Truss 1 1 Job Reference o tional ProBuild Arlington,AAington,WA 98223,Jane Fertlerer 7250 s Aug 25 2011 MiTek Induslnes,Inc.Tue Oci 30 1124:07 2012 Page 1 ID: 5ziv5U_OBipOvmdmlWiSAyOLVZ-eqXHe7m?vv4D4HrX_D5B02jnQlmaCuoca2V3Xzy0EhM -1-0-0 9��Z 3-11-8 �_0-0 3-11-8 Scale=1:14.0 3 2x4 II 5.00 12 2 � � 4 3x4= 2x4 I I 9-1-2 3-11-8 3-11-8 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 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 0.09 Vert(TL) 0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 (Matrix) Weight:13 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=155/3-11-8 (min.0-1-8),2=243/3-11-8 (min.0-1-8) Ma�c Horz2=72(LC 4) Max Uplift4=-30(LC 5),2=-70(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;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 Details as applicable,or consuR qual'rfied building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 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 wilh 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 redangle 3-fr0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 7)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 700 Ib uplift at joint(s)4,2. 8)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)2. 9)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 10)"Semi-rigid pRchbreaks wRh fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� 4,��v�w ��p �'o � � �� ,��.�° October 30,2012 AWARNING-Veriy Aesign parameters an0 reaA notes on this Truss Design Drewing and inGutletl DrJ Reterence Sheet(rev.03-11�before use.Design valitl tor use wffh MiTek conneclor plates only.This Aesign is based ony upon paremeters shown,antl is for an individual building component.ApplicaDiliry � of Aesign parameters and proper incoryoration of ihe component is responsibilily ot buiklinp tlesigner or owner oithe Vusses and installer. Lateral restraint designations shown on intli�ritlual web and chord members are tor compression buckling only,not forbuilding stabilily bracing.Atlditional temporary restrainU tliagonal brecing to insure stabilily tluring constr�c[ron is the responsibildy oi t�e insteller.Add'Rional pertnanent builtling staDiltty bracing of ihe overall structure is the responsibility of the building designer or owner of the trusses.For general quitlance regartling design responsibililies,fabncation,quality control,storage, w delivery,erection,lateral restraiM and tliagonal bracing,consutt ANSI/TPI 1,DS&89 and BCSI(Buikling Component Safety Information)available from CQ��nNK LLC SBCA at www sDCindustry.com. ' Job Truss Truss Type ty Ply 2e353 car 18072881 81210241 G02 MONOPITCH TRUSS 8 1 Job Reference o tional ProBuiltl AAington,AAington,WA 98223,Jene Fertlerer 7250 s Aug 25 2011 MiTek Induslries,Inc.Tue Oct 30 11:24:07 2012 Page 7 ID:_5ziv5U_OBipOvmdmlWSAyOLVZ-eqXHe7 1�v�!4D4HrX D5602jnnlmhCuoca2V3Xzy0EhM 9-1-2 4-0.0 � 3-10-0 3�1'�0 ' 1-0-0 3-10-0 -�- Scale=1:14.0 3 2x4 II 5.00 12 � m 2 1 � o � Io 4 2x4 I I 3x4 = LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.08 Vert(TL) -0.03 2-4 >999 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.00 Hoa(TL) 0.00 4 n/a nla BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:12 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 311-8 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=250/0-3-8 (min.0-1-8),4=145/0-1-8 (min.0-1-8) Max Horz2=72(LC 4) Max Uplift2=-76(LC 5),4=-27(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;BSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25fl;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 piffie grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the boriom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between ihe bottom chord and any other members. 4)Bearing at joint(s)4 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5)Provide mechanical connedion(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��$� �� a� �o�'w o,� ,� �ac �,��.�° October 30,2012 AWARNING-Verify design parameters antl read notes on this 7iuss Design Drawing antl includetl DrJ Reference Sheet(rev.03-11')betore use.Design valitl for use with MiTek wnneclor plates only.This design is based only upon parameters shown,end is tor an indi�ridual building component.Applicability , o(tlesign parameters and proper incorporation of ihe componenl is responsibilily of builtling designer or owner of lhe trusses and installet.Lateral restraint designations shown on individual web and c�ord members are for compression buckling onty,nol(orbuilding stabilily bracin0�Additional temporery restrainV diagonal bracing to insure stabilily tluring wnstruclion is the responsibiltty of ihe installer.Adtldional permanent builtling stabilky bracing of the overall stnuiure is the responsibilRy of the buikling designer or owner of ihe trusses.For peneral guidance regartling tlesign responsibilHies,tabrication,qualdy control,storage, w delivery,ereclion,lateral resiraint and diagonal bracing,consufl ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Intortnation)available from �jO�uL'nNfi L�C SBCA at wwwsbcindust .com. Job Truss Truss Type ty Ply 2e35-3 car 16072882 81210241 G03 MONOPITCH TRUSS 5 1 Job Reference o tional ProBuild Arlington,AAington,WA 98223,Jane FeNerer 7250 s Aug 25 2071 MiTek Industries,Inc.Tue Oct 30 1124:08 2012 Pape 1 ID:_5ziv5U_OBipOvmdml WiSAyOLVZ�614js�n�lgDC4iR�jXxdQxFGvVi5UxL21piFc3Py0EhL -1-0.0 9�-Z 5-4-0 � � 1-0-0 5-4-0 0-1- Scale=1:18.6 2x4 I I 3 5.00 12 c� M N 2 � lm v � i � a zxa II 3x4 = 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) -0.05 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.18 Vert(TL) -0.10 2-4 >612 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:17 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direclly applied or 5-5-8 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=311/0-3-8 (min.0-1-8),4=213/0-1-8 (min.0-1-8) Mau Horz 2=97(LC 4) Max Uplift2=-83(LC 5),4=-43(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf boriom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the boriom chord in all areas where a rectangle 3-Cr0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should ver'rfy capacity of bearing surface. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(s)2,4. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixfty model was used in the analysis and design of this truss. LOAD CASE(S) Standard 4� �� '�� o� � � �� o � October 30,2012 AWARNING-Venfy design parameters and reatl notes on this Truss Desipn Drawing anA inGUtletl DrJ Reference Sheet(rev.03-11')before use.Design valid tor use witn MiTek conneaor plates only.This design is Dased only upon parameters shown,end is tor an individual building component.Applicabiliry � of design parameters and proper incoryoretion ot ihe wmponent is responsibilily of builtling designer or owner of lhe trusses antl installer. Lateral resireint designations shown on intli�ritlual web and chord members are for compression buckling only,not torbuilding stabilily bracing.AOtlitional temporary restrainU tliagonal bracing to insure stabilily Ourinq construclion is the responsibilily of the installer.Addflional permaneM builtling stability bracing of t�e overall sirudure is the responsibilNy of the buikling desiBnet or owner of ihe trusses.For general gui0ance regarding tlesign responsibililies,taDncation,quality control,storage, /� delivery,erection,lateral restraint and diegonal bracing,consutt ANSIlfPI 7,DSB-89 and BCSI(Building Component Safety Iniortnation)aveilable from ��nNK CLC SBCA at www.sbcindust .com. � Job Truss Truss ype ty Ply 28353 car 16072883 B1210241 G04 JACK 6 1 Job Reference o ' ProBuiltl AAington,Arlington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek In ustries,Inc.Tue Oc130 1124:09 2012 Page 1 ID: 5ziv5U_OBipOvmdmlWiSAyOLVZ-aDe�3opFRXKxKb?v5e8ffTp8S6S2goIv1M_AcryOEhK 1 0 0 9-7-2 — 2 5-8 1-Z 1-0.0 2-SB Scale=1:10.6 3 5.00 12 2 � � 4 3x4 \� Plate Offsets(X Y)� f2�Edge 0-&0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.07 Vert(LL) -0.00 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:7 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=51IMechanical,2=204/45-8 (min.0-1-8),4=17/Mechanical Max Horz2=58(LC 5) Max Uplift3-21(LC 5),2=-73(LC 5) Max Grav3=51(LC 1),2=204(LC 1),4=39(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All Torces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;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 2)This truss has been designed for a 10.0 psf bottom chord live load 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-fr0 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 connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This iruss 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 fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � � �� 4,��a� c �° � � � �� ,,,�„z,� October 30,2012 A WARNING-Verify tlesign parameters and read noles on lhis Tniss Design Drawing antl inGuded DW Reference Sheet(rev.03-11')before use.Design valitl tor use with MTek connector pletes ony.This design is Dasetl only upon paremeters shown,anC is for an individual buil0ing component.Applicabiliry , of tlesign parameters and proper incorporation of the component is responsibilRy ot Duiltling tlesigner or owner of the trusses and installer.Lateral restraint tlesignations shown on individual web and chord members are for compression buckling only,not torbuiltling stability bracing.Additional temporary resirainU diagonal Dracing to insure stability tluring constniclion is the responsibildy of lhe insteller.Adtlitional pertnaneM building stability bracing of t�e overall slruclure is the responsibilily of the buikling desipner or owner of the trusses.For general puidance regarding design responsibililies,fabrication,qualNy conirol,storage, delivery,e2clion,lateral restrsint anA tliagonal bracing,consuR ANSIlTPI 1,DS&88 antl BCSI(Building Component Safety Infortnation)available from MuQIII T�Y/2��C SBCA at www.sbcindust .com. �/fllw{/I./lRV! . ' Job Truss Truss Type ty Ply 28353 car 18072884 61210241 GOS JACK 1 1 Job Reference o " ProBuiltl AAington,Arlington,WA 98223,Jane Fertlerer 7250 5 Au0 25 2011 MiTek In ustries,Inc.Tue Oct 30 1124:10 2012 Page 1 I D:_SzivSU_OBipOvmdmlWiSAyOLVZ-2 PC�l��ptCqSoxla6fMfu0gLJCVoH PFY2GOkj8Hy0EhJ -1-0.0 9-�-2 2-SB r 1-0-0 � 2-5-8 Scale=1:10.6 3 5.00 12 2 � � 4 3x4 \� Plate Offsets(X Y�[2�Edge 0-30] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 VeA(LL) -0.00 2-4 >999 240 MT20 185/148 TCDL 10.0 lumber Increase 1.15 BC 0.03 Veri(TL) -0.00 2-4 >999 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:7 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-5-8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-QO oc bracing. REACTIONS (Ib/size) 3=51/Mechanical,2=204/0-5-8 (min.0-1-8),4=17/Mechanical Max Horz2=58(LC 5) Max Uplift3=-21(LC 5),2=-73(LC 5) Max Grav3=51(LC 1),2=204(LC 1),4=39(LC 2) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf botlom chord live load 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 fA between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance wilh the 2009 Intemational Residential Code sections R502.1 t.1 and R802.10.2 and referenced standard ANSI/TPI t. 7)"Semi-rigid pflchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ,�p58P��' ,Q,'��a�a ��°p o,� � �� AL� October 30,2012 AWARNING-Verify design parameters and read notes on this Truss Design Drawing antl included DrJ Reterence Sheet(rev.03-11�before use.Design valitl for use with MTek conneclor plates onty.This design is�asetl only upon parameters shown,and is for an individual building component.Applicebiliry , of design parameters and proper incorporalion of the component is responsibilNy of building designer or owner of the trusses and installer.Lateral restraint tlesignations shown on individual web anA chortl memDers are tor comD�ssion buckling only,not forbuiltling stabildy Dracing.Additional temporary fesirainV diagonal bracing to insure stabilily during conslruIXion is the responsibilNy of the installer.AtldRional pertnanenl builtling slabilily brecinp of ihe overall slrudure is the responsibiltty oithe building designer or owner of ihe trusses.For general guidance regarding design responsibililies,tabrication,qualNy control,storage, w tlelivery,erection,lateral resiraint antl Ciagonal Dracing,consutl ANSIRPI 1,DSB-89 and BCSI(Builtling Component Safety Intormation)available irom ��u�nNf7I LLC SBCA at www.sbcindust .com. ' Job Truss Truss Type ty Ply 2835-3 car 16072865 B1210241 J01 JACK 5 1 Job Reference o tional ProBuiltl AAington,Arlington,WA 98223,Jane Fertlerer 7250 s Aup 11 MiTek Intlustries,Inc.Tue Oct 30 1124:11 2012 Page 1 I D:_5ziv5U_OBipOvmdmlWiSAy$�y�Z-WcmoUUqVzBafZv91 D3A7YuuVDv8c8ioCVgTGgkyOEhl -1-0-0 9��-Z 1-11-8 1-0-0 1-N-8 Scale=1:11.8 3 7.00 12 2 � 1 3x4 \� 4 Plate Offsets(X Yl� f2�0-1-8 0-2-4] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.00 Horz(TL) -0.00 3 n!a nla BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=175/45-8 (min.0-1-8),4=15/Mechanical,3=46/Mechanical Max Horz2=72(LC 5) Mau Uplift2=59(LC 5),3=-22(LC 5) Max Grav2=175(LC 1),4=34(LC 2),3=46(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical leR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load 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 3-60 tall by 2-0-0 wide will fit between the boriom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 6)This tnrss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� 4�� o� � �� ,��.� October 30,2012 AWARNING-Verify tlesign paramelers antl read notes on this Truss Design Drawing and inGutleO DrJ Reterence Sheet(rev.03-11�before use.Design valb tor use with MTek connedor plates only.7his Aesign is based only upon parameters shown,end is tor an indiviaual builtling component.Applicabiliry � of design parameters antl proper incorporation oi ihe component is responsibilily oi Duiltling tlesigner or owner otthe trusses and installer. Lateral resiraint designetions shown on individual web and chord members are for compression buckling only,not forbuiWing stability bracing.Additional temporary restrainU tliagonal Dracing to insure stabilNy during construction is the responsiDili[y of t�e installer.Additional permanent building stability brecing oithe overall siructure is t�e responsibildy of the buiiding designer or owner of ihe irusses.For general guitlance regarding design 25ponsibililies,fabrication,quality control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from ��u�nN�(CC SBCA at wwwsbcintlust .com. r y �� Da m D � �, � � cni,w �Z„ � � m � -Di �� y � - � .. � �� D xyooli � � � o r _p rn mc°� � � � �H �W��Q a � C O A� ~ O O Cc (DQ � � � ,� � . �Q p_Q��O C. y O C. � O n�m � � Q y'• � y� o03z�;o o a3 � �, � � z tA �(Qp(QNO cQ � Q yANQ7� C� Q � 30 �.3 � � � (D3 � � p P: flD�OC� D � A G�O Q 3 � ��.� n �N�m�:p� X Q r (D v� Q CD C �^ �Q v�' � Q A �-� N � � v (p �Dp � QCp '^ (DOOQ Zymr�� . � � �p03N N t 7 ..� (p CD � o� o ��° NH� �m�y��c�a n � �' � -- �' g � Q3 0 orx,, �� N.Q �D p QQ.�� Qa� �� p C�DAfl-OCD �6 � 3NQ � � OQO � �O � Q � �Q 70 cD rnn TnD ~ n {n3 Q - - � a_� � . m O� Q�aoOn � OCQ �pr pOp� O Q � C7 � QnQ • �� QQO Z QW��QQQ� m3, O �AN �.��.� �Qao 3 c�oQ 3 ° a°��•Q?- � �-, c��.�°, ° a�� r„A c� �.cQ°- � � � ° ° m°�m°-� O cQO,G(p � 0 �n � 3 mmD 3 � p� cD "; N O �D � (D �!•Q� Z � 7 2 7 . �^ � � �� C'�Z � 0 n� O � (�D N N �� Q" � 3 Q N ' 7 (Q Q � (�� O Q � ��N C� O 3 O 7 p �C� CU (� C�D � (D �a3 ° � �o;� m o� `-°.� 3Q `•" � °�Q N 5' m m � ��o �m � � Q° zy 3moQ �, � o o � x Q�° o' � Q � �� - Q�so Q � y� � � � N O� � � �� OUz�N n � �_ =A� TOPCHORD f � ' �AO� n O 30 �Oz °° ci-a oe 70 T C-� Z � O OO�D�O(,J y C m0 �ZN N ODV U_, � A Hy G D C O ,A A' CD y �a =m �t- � P � Z � N NmWN p n �G y� n � N � A � � �O��A � 0 �� CZ �° � � � �U W W T ym Hm � � � � n �J. � N ya O � 'Y _ O v �oN � D -Ni� v 2 � � rn rn m -o �o D-� � w2-7 � N = � ''v V',� 7o m -7Oa Z � .Z7 O_ • � �• � DN � m Z3 n m � � � O A Z �� = p� CD f^ � V W r � �m N �� Yi � r N � �70 � p O r � n W o o =� o � �- � �� t/� m �/ � �m N P L, `° � \ D � � Z pm �j N ��0 c� o �'�,° °� rt v o�. 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