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2799 Truss Specs , , coHSU�r�nr�LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 61301688 MiTek 20/20 7.2 2799/2 3 Car Option 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• I6450267 thruI6450284 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 acxordance 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 Section 6.3. �pSBPH p�' ��a��r�A �' o,t � ,� �� February 28,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted.The desi�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. �bb , ^ Truss Truss Type Qty Ply 2799n 3 Car Option 18450267 B1301888 A01 Common Truss 1 1 Job Reference o tional ProBuild Arlington,Arlington,WA 98223,Jane Ferderer 7250 s Au8 25 2011 MiTek Industries,Inc.Thu Feb 28 1220:10 2013 Page 1 I D:vshbeSSqPw7X61 y03KfMXAzinml-m7ZSZYevWycM L7Y88C102_KouEQj9EVL4ke2fzgcQZ -�-��{14 zao-o � aaa-o �a�� 'i-a-o zao-o zo-a-a i-c-o sca�e=t7o.7 5x6 I I 15 16 17 5.00 12 �q 18 13 �9 �p 20 11 21 10 Zz g 23 3x6% 8 Z4 7 25 3x6� 4 5 6 26 z�28 3 Z9 z 30 al� 31 Iv 0 0 3x6 = 3x6 = 58 57 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 3x6= 3x6 = 18-2-14 � ao-o-o nao-o 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 VeA(LL) -0.00 31 n/r 180 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.06 Vert(TL) 0.00 30-31 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.11 Horz(TL) 0.01 30 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:237 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 diredly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'Except' WEBS t Row at midpt 16-45 ST13,ST12,ST11:2 X 4 HF No.2 REACTIONS All bearings 40-Q0. (Ib)- Max Horz 2=-84(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,46,47,48,49,51,52,53,54,55, 56,57,58,44,42,41,40,39,38,37,36,35,34,33,32,30 Max Grav All readions 250 Ib or less at joirn(s)45,46,47,48,49,51,52,53,54, 55,56,57,44,42,41,40,39,38,37,36,35,34,33 except 2=273(LC 1), 58=319(LC 9),32=319(LC 10),30=273(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 B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of 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 ANSIITPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable sluds spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the boriom chord in all areas where a redangle 3-60 tall by 2-QO wide will fA 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)2,46,47,48,49,51, 52,53,54,55,56,57,58,44,42,41,40,39,38,37,36,35,34,33,32,30. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced �� D� standard ANSIlfPI 1. 11)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this huss. �,'� �+A LOAD CASE(S) Standard � �� 0 �� February 28,2013 AWARNING-Verify design parameters antl read noles on this Truss Design Drawing anA included DrJ Reference Sheet(rev.03-17�before use.Desiqn valid tor use with MTek conneclor plates only.This design is based only upon parameters shown,and is for an individual building component.Applicabiliry , of design parameters antl proper incorporation oi Ne component is responsiDility of builtling tlesigner or owner of the trusses and installer.Lateral restraint designations shown on individual web end chord members ere for compression buckling only,not forbuilding stabilily bracing.Add'rtional temporary�estrainU diagonal Drecing to insure stabilily durinp constructbn is the responsibility of the installer.Atltlitional pertnanent builtling stabildy brecinp oi t�e overall structure is the responsibilily of the buikling designer or owner of the trusses.For general guidance regarding design responsibilities,fabricetion,quality control,storage, tlelivery,eredion,lateral reslraint antl tliegonal bracing,wnsutl ANSI/TPI 1,DSB-89 antl BC51(Builtling Component Safety Infortnation)available from MUMILnYI!L�C SBCA at www.sbcinAUSt .wm. VV/wV RW Job Tmss Tmss Type Qty Ply 2799/2 3 Car Oplion 16450268 B1301688" A02 Common Truss 6 1 Job Reference o tiona ProBuiltl Arlinglon,AAington,WA 98223 7250 s May 11 2011 MiTek Intlustries,Inc.Thu Feb 28 15:26:33 2013 Page 1 ID:vshbeS8qPw7XB1 y03KfMXAzinm 1-Y3QqE014sQuTL2nsHX?Fb4eHqqnVQpIXtRAu2ugZhq r1-6-0 i 7-8-11 142-12 20-0-0 259-4 32-3-5 i 40.0-0 R1-6-0, �1-60 7-&11 6-60 5-&4 5-9-4 6-60 7-8-11 1-60 Scale=1:67.1 5� II 5.00 �2 6 4x4 % 4x4 � 5 � 3x8 % 3x8� 2x4 O q 8 2x4�/ 3 9 2 10 vIi 11 Iv d 4x8 — i6 17 21 75 18 14 13 19 22 20 12 4x8 = d 4x4 = 5x8 WB= 4x8 — 5x8 WB= 4x4 = , �a�-�a , 2ao-o , zs-a-z aao-o ' �a�-�a s-s-2 s-�z 10.3-14 Pia�e oxseu�x r�: �z:aaio aaz� �io:aaio aaz� LOADtNG�ps}� SPACING Z_p_p CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.67 Vert(LL) -0.53 1416 >887 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.97 1416 >491 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.37 Ho2(TL) 028 10 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (MaVix) Weight:1571b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2'Except' TOP CHORD SWCturel wood sheathing diredly applied or 2-2-0 oc purlins. 1-4,8-11:2 X 4 HF 1650F t.SE BOT CHORD Rigid ceiling directly applied or 2-2-0 oc brecing. BOT CHORD 2 X 4 HF No.2 WEBS t Row at midpt 7-14,5-14 VJEBS 2 X 4 HF Stud/Std'ExcepC 6-14,7-14,514:2 X 4 HF No.2 OTHERS 2 X 4 HF Stud/Std REACTIONS (IWsize) 2=1945/0.5-8(min.0.33),10=1945/0-5-8(min.0.&3) Max Horz 2=-84(LC 6) Ma�c Uplik2=-'115(LC 5),10=-115(LC 8) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3941/158,3-0=-3604/120,4-5=3510/148,5-8=-2524/130,6-7=-2524/130,7-8=3510/148,8-9=-3604/120, &10=-3941/158 BOT CHORD 2-16=-142/3529.1E17=-54/2852,17-21=-54/2852,1821=-54/2852,1518=-54/2852,14-15=-54/2852, 1314=02852,13-19=0/2852,19-22=0/2852,20.22=0/2852,12-20=0/2852,10.12=-58/3529 WEBS 6-14=30/1511,7-14=-877/135,7-12=-5l717,&12=-458/132,514=-877/135,518=-4l717,3-18=-458/132 NOTES 1)Unbalanced roof live loads have been consitlered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25ft;Cat.II;6cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed;end vertical lek and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This Wss has been designed for a 10.0 pst bottom chortl live load nonconcurtent with any other live loads. 4)'This Wss 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 between the bottom chord and any other members,with BCD�=B.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 Ib uplik at joint 2 and 115 Ib uplik at joint 10. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. „n�� 7)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss. �� *_ 'K��LOAD CASE(S) Standard 4.� � � � � �� o February 28,2013 AWARNING-Veriy design parameters anU reatl notes on t�is Truss Design Drawing end includetl DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek conneclor plates ony.This tlesign is basetl only upon parameters shown,and is for an indi�ritlual builtling component.Applicabiliy , oi tlesign parameters and proper incoryoration of the component is responsibility of building designer or owner of the irusses antl installer.Lateral restraint tlesignatbns shown on intlivitlual web and chortl members are for compression Duckling onty,not forbuikling stabilily bracing.AtltlNOnal temporery iesirainV diagonal brecing to insure stabilily during construclion is ihe responsibilily ot t�e installer.Adtldional pertnanent buildinp stabilNy�racing of the overall structure is t�e responsiDilily of t�e builtling designer or owner of the trusses.For general guitlance re8artling desipn responsibiltties,fabncatlon,qualily control,storage, tlelivery,erection,laterel restraint and diagonal Dracing,consutt ANSI/TPI 1,DS&69 and BCSI(Building Component Safety Infortnation)available from wAUlII�nNw_�LC SBCA at wwwsbcintlust .com. V V��w W 'Job � Truss Truss Type Qty Ply 2799n 3 Car option 16450269 B7301688 A03 Common Truss 11 1 Job Reference(optionap ProBuiltl AAington,AAington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Industries,Inc.7hu Feb 28 1220:12 2013 Pege 7 I D:vshbeSBq Pw7XB 1 y03KfMXAzinm 1-j WhC_Ef909CKbeHxGZFVTT3X3ijXB?nop0[al��gcQX -1-6�i 14 7-8-11 I 14-2-12 I 20-0-0 I 259-4 I 32-3-5 I 39-8-14 � i �1-8-0 7-&11 880 5-9-4 5-&4 6$0 7-5-9 Scale=1:69.2 5x6 �� 6 qXq� 4x4 � 5 � 3x8% 3x8 �Zx4�/ 5.00 �2 2x4\� 4 g 3 9 10 Z N aI� I� a d 4x8= 15 16 14 13 12 17 11 6x6- 4x4= 3x12 MT20H= 4x8 — 4x10= 4x4= 18-2-14 18-2-74 F_ 103-ib � 20-0-0 I 2&8-2 I 39-8-14 i 103-14 9-8-2 9-8-2 10-0-12 Piate orrsets�x.vy�raaio aa2�io�a�-s ed� LOADING(ps� SPACING 2-0-0 CSI OEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 Vert(LL) -0.53 1315 >888 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -0.96 13-15 >493 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr Yes WB 0.37 Horz(TL) 0.26 10 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:152 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE'Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 1 Row at midpt 7-13,5-13 WEBS 2 X 4 HF Stud/Std'Except` W4,W3:2 X 4 HF No.2 REACTIONS (Ib/size) 10=1815/Mechanical,2=1940/0-5-B (min.0-3-3) Max Horz 2=93(LC 5) Max Uplift 10=68(LC 6),2=-116(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shovm. TOP CHORD 2-3=-3930/156,3-4=-3592/121,4-5=3498/148,5-6=-2513/132,6-7=2512/130, 7-8=3479/157,8-9=-3574/130,9-10=3901/166 BOTCHORD 2-15=-151/3518,1 5-1 6=-6 312 84 1,14-16=63/2841,1314=-63/2841,12-13=0/2833, 12-17=0/2833,11-17=0/2833,10-11=91/3485 WEBS 6-13=31/1501,7-13=-868/138,7-11=12/704,&11=-438/136,5-13=877/135, 5-15=5/717,3-15=-458/132 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end verlical 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 nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fr0 tall by 2-0-0 wide will Trt between the bottom chord and any other members,wRh BCDL=S.Opsf. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of wkhstanding 100 Ib uplift at joint(s)10 except(jt=1b) 2=116. �� 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. �,'� �� 9)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in the analysis and design oT this truss. �'p � LOAD CASE(S) Standard � �q °�,�� February 28,2013 AWARNING-Veriry tlesign paramelers enA reaA noles on this Truss Design Drawing antl inGUtled DrJ Reterence Sheet(rev.03-11)before use.Design valb tor use with MTek conneclor plates ony.7his tlesign is baseA only upon paremelers shown,and is tor an intli�ridual buildinp component.Applicability � of design parameters and proper incoryoration of the component is responsibilily ot Duiltling designer or owner oithe lrusses and installer. Lateral restraint designetions shown on individual web and chord members are for compression buckling only,not torbuiltling stability Drecing.Additional temporary restrainU tliaponal brecing to insure stabil'dy during construclion is ihe responsibilily of the insteller.Additional permenent building slabildy bracing of the overell structure is the responsibilily of the building designer or owner of the trusses.For general guitlance regaNing tlesign responsibililies,fabrication,quality control,storege, w tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)availaDle from ��u�nN�7I LLC SBCA at www.sbcindust .com. IJob - Truss Truss Type Qty Ply 2799/2 3 Car option isaso2�a IB1301888 A04 CommonTruss 7 1 � Job Reference lootionall ProBuiltl AAinglon,Adington,WA 98223,Jane Fertlerer 7250 s Aup 25 2011 MiTek Intlustries,Ina Thu Feb 28 1220:14 2013 Page 1 ID:vshbeS8qPw7XB 1 y03KfMXAzinm 1-fvpyPwhPYnS2qyQJN_HzYu80nVaEfzD4GiisB�zgcQV I-1-�-�Szl 14 20.0-0 I 39-844 i 1-6-0 20.0-0 19-8-14 Scale=1:70.3 Sx6 I I 15 16 17 5.00 12 14 18 13 �9 �p 20 11 21 10 22 9 z3 3x6� 3x6% 8 24 7 25 6 26 4 5 27 3 28 29 30 2 N d� lo 3x6= � 55 54 53 52 51 50 49 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 3x6= Sx6 - 1&2-14 i 39-8-14 ' 39-8-14 � Pia�e offsets�X_v� 12s as-o ed9e� �aa�a2-�2.ao-a� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.00 1 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.06 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ` Rep Stress Incr Yes WB 0.11 Hoa(TL) 0.01 30 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Mffirix) Weight:235 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 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'ExcepY WEBS 1 Row at midpt 16-43 ST13,ST12,ST11:2 X 4 HF No.2 REACTIONS All bearings 3&8-14. (Ib)- Max Horz 2=93(LC 5) Max Uplift All uplifl 100 Ib or less at joint(s)2,45,46,47,48,49,50,51,52,53, 54,55,56,42,41,40,39,38,37,36,35,34,33,32,31 Max Grav All reactions 250 Ib or less at joint(s)43,45,46,47,48,49,50,51,52, 53,54,55,42,41,40,39,38,37,36,35,34,33,30 except 2=273(LC 1), 56=319(LC 9),31=343(LC 10) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qual'rfied 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 0-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S)`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. 9)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,45,46,47,48,49, 50,51,52,53,54,55,56,42,41,40,39,38,37,36,35,34,33,32,31. �� b,_ 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced �`�r� standard ANSI/TPI 1. �,�. Q, 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 � � �� °�,,,��' February 28,2013 AWARNING-Veriry Aesign parameters end read notes on t�is 7russ Design Drawing antl included DrJ Reference Sheet(rev.0311')before use.Design valitl for use with MiTek conneclor plates only.This design is based onty upon parameters shown,antl is for an indi�riduel DuilCi�component.ApplicaDiliry , of design parameters and proper incorporation of the component is responsibility of building designer or owner of lhe trusses and installer.Leteral restraint designations shown on inAivitlual web and chord members are for compression buckling onty,nol forbuilding stabilily bracing.AddNOnal temporary restrainV diagonal brecing to insure stabildy tluring construclion is the responsibility o(lhe installer.AddKional permanenl building stabilXy brecing of the overell strucYure is the responsibilNy of the builtling Cesigner or owner of the trusses.For peneral guidance regar0ing Aesign responsibilNies,feDricetion,qualNy wntrol,storage, tlelivery,erection,lateral restraint and tliagonal bracing,wnsutt ANSI/TPI 1,DSB-89 and BCSI(Builtling Component Safety Infortnation)available trom M��C SBCA at www.sbcindust .com. V V Job � Truss Truss Type Qty Ply 2�s9n 3 Car option LB1301688 B01 Common Truss > > 16450271 Job Reference(ootional) ProBuiltl AAington,Arlinglon,WA 98223,Jene Ferderer 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 1220:15 2013 Pape 1 9�2 ID:bffbDD3sQ6Kt_NHuQU3cpbziflZ-75MLcFilJ4avS6?WxhoC56hBYvxgORVEVMRPjszgcQU -1-6-0 I 11-10-0 I 238-0 I 25-2-0 , ' �ao ��-�o-o >>-�o-o �-e-o Scale=1:43.8 4x4 I I 8 9 10 4.00 �p �� 7 6 �2 5 13 4 �4 3 15 16 v> 2 ,� d 17 lo 3x4— 31 30 29 28 Z� 26 25 24 23 22 21 20 19 16 3x4 — Sx6 - 9-1-2 i 23-8-0 ' 23-8-0 Piate offsets(X.Y): �z�:as-o.ao-a� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 17 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) -0.00 17 n/r 120 BCLL 0.0 ' Rep SVess Incr Yes WB 0.05 Horz(TL) 0.00 16 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:95 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 No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 23-5-0. pb)- Mau Horz 2=-46(LC 4) Max Uplift All uplift 100 Ib or less atjoint(s)2,25,26,28,29,30,31,23,22,21, 20,19,18,16 Max Grav All reactions 250 Ib or less at joiM(s)24,25,26,28,29,30,23,22,21, 20,19 except 2=268(LC 1),3t=299(LC 9),18=299(LC 10),16=268(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.OpsT;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of 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 ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 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)2,25,26,28,29,30, 31,23,22,21,20,19,t 8,16. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standardANSIlTPI1. ��R�� 11)"Semi-rigid pitchbreaks wilh fixed heels"Member end fixity model was used in the analysis and design of this truss. � � LOAD CASE(S) Standard 4 �'p � � �� February 28,2013 AWARNING-Venry design paremeters and reatl notes on this Truss Desipn Drawing and incluCed DrJ Reterence Sheet(rev.03-11�before use.Design valitl for use wilh MTek connedor plates only.This design is based only upon parameters shown,end is for an intlivitlual building component.Applicabiliry , of design parameters antl proper incorporation of Ne component is responsibili[y of builtling designer or owner ott�e trusses and installer. Lateral iestraint designations shown on indi�ritlual web antl chord members are for compression buckling only,not forbuiltling slability bracing.Additional temporary restraini/ tliagonal Drecing to insure stabilily during conslruclion is the responsibilMy ot the installer.AddNional pertnanenl buil0ing slabilRy bracing of the overell siruIXure is the responsibility of the builtling tlesigner or owner of the irusses.For general guitlance regaidinq tlesign responsibilNies,fabrication,quality control,storage, tlelivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI t,DSB-89 and BCSI(Building Component SaTety Information)evailable from ��uw��C SBCA at www.sbcindust .com. I�f7 Job � Truss Truss Type Qty Ply 2799/2 3 Car option 18450272 B1301888 B02 Common Truss 5 1 - Job Reference(ootionah ProBuiltl AAington,AAington,WA 98223,Jane Feiderer 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 12:20:76 2013 Pege 1 ID:bfTbDD3sQ6Kt_NHuQU3cpbziflZ-bHwjqbjg40im4GaiVPJRdJEIpJAz7a5N�OBzFIzgcQT 9-1-2 9 1-2 �1-&0 � 83-14 � 1140.0 � 17-4-2 � 2&8-0 � 252-0 � 1-6-0 8-3-14 582 5�-2 63-14 1-60 � Scale=1:43.8 4x6= 4 4.00 12 2x4�� 2x4�i 3 5 � Z 6 ml� � ]� � 10 9 8 d 3x8= 3x4= 3x4 = 3x4 = 3x8 = 9-1-2 g-L2 i 8-5-17 � 15-2-5 I 2&8-0 i 8-5-11 8-8-11 8-511 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 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.50 Vert(TL) -0.40 6-8 >688 180 BCLL 0.0 * Rep SUess Incr Yes WB 0.30 Horz(TL) 0.10 6 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:79 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-5 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 REACTIONS (�b/size) 2=1119/0-58 (min.0-1-13),6=1119Ia5-8 (min.0-t-13) Max Horz 2=-46(LC 4) Mau Uplift2=89(LC 5),6=-89(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2329/104,3-4=-1979/70,4-5=-1979/70,5-6=-2329/105 BOT CHORD 2-10=83/2139,9-10=0/1450,8-9=0/1450,6-8=-39/2139 WEBS 4-8=-7/579,5-8=-464/116,4-10=-7/579,310=-464/116 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;6cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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.OpsT on the bottom chord in all areas where a rectangle 3-Cr0 tall by 2-0-0 wide will fR between the boriom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of wRhstanding 100 Ib uplift at joint(s)2,6. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� -��' �w '`� O�, O,� � �$ °��.�' February 28,2013 AWARNING-Veriy design parameters antl reaA notes on this 7russ Design Drawinp and inGuded DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MTek connector plates ony.This design is based only upon parameters shown,and is tor an individual builtling component.Applicabilily , of tlesign Daramelers and proper incorporation of the wmponenl is responsibilily ot building designer or owner oit�e lrusses and installer. Lateral resireint tlesignations shown on individual web and chortl members are for compression buckling only,not forbuiltling stability bracing.Atltlttional temporary restrainV diagonal bracinp to insure slaDility tluring construclion is ihe responsibilily oi the installer.Addilional permanent building stability brecing otthe overell structure is t�e responsidlity of ihe building designer or owner of the trusses.For eeneral guidance regarding design responsiDililies,fabrication,qualky control,storage, Celivery,eredion,laterel restraint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 anA BCSI(Building Component Safety Infortnation)available from /�/��//��w��C SBCA at www.sbcintlust .com. ww��Vi W Job Truss Truss Type Qty Ply 2799/2 3 Car Option 16450273 81301688 C01 GABLE 1 1 Job Reference(optionaD ProBuiltl AAington,Arlington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Indusiries,Inc.Thu Feb 28 1220:17 2013 Page t Z�4 ID:vshbeS8qPw7X61y03KfMXAzinm13UU51xjlriqdh�9 ��qgAXmUFjbLslqXygwWnlzgcaS -�-�� s-&�s � >>-o-o � zz-o-o �'''s �1-1-5 5-8-13 5-&3 11-0-0 1-1-5 5x8 I I Scale=1:55.1 4x10 I� 4x4 I( 7 8 4x10 II 9 6 4x10 II �Q 7.00 �y 5 8x10\� �� 4 3 �2 h � 13 14 z 15 dl� 16 Io 2a 3x4 = 25 3x4- 3x4= 3x4= 23 22 21 20 19 18 17 18-2-74 18-2-14 5-8-13 � ii-o-o � 2z-o-o � 5-8-73 533 11-0-0 LOADING(ps� SPACING 2-40 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.29 Vert(LL) -0.02 2-25 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.17 Vert(TL) -0.06 2-25 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.25 Horz(TL) 0.01 23 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:125 Ib FT=20% IUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF Stud/Std 10-0-0 oc bracing:2-25,2325. OTHERS 2 X 4 HF Stud/Std JOINTS t Brace at Jt(s):27 REACTIONS All bearings 10-5-8 except(jt=length)2=0-5-8. (Ib)- Mau Horz 2=132(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,21,20,19,18,15,17 except 22=-181(LC 2) Max Grav All reaclions 250 Ib or less at joint(s)21,20,19,18,15,17 except 2=561(LC 1),23=776(LC 1) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-617/55 BOT CHORD 2-25=41/457,24-25=-42/455,23-24=-42/455 WEBS 8-23=324/8,&29=-592/96,28-29=-536/85,27-28=-546/89,26-27=-547/91, 23-26=580/87 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consuR qual�ed building designer as per ANSIlfPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable studs spaced at t-4-0 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 3-60 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 100 Ib uplift at joint(s)2,21,20,19,1 S,15, �� 17 except Qt=1b)22=181. w 9)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced '� C +A standard ANSI/TPI 1. �'0 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 � �� February 28,2013 A WARNING-Verify design parameters and read notes on this Truss Design Drawing and inGuded DrJ Reference Sheet(2v.03-1 t�betore use.Design valitl for use wilh MTek connector plates onty.This design is based only upon parameters shown,and is tor an indi�ridual builtling component.Applicabiliry � of design parameters antl proper incorporation ot the component is responsibilNy of builtlinp tlesigner or owner of the irusses and installer.Lateral reslraint designations shown on inAi�ritlual web and chord members are for compression buckling only,nol forbuilding stabilKy bracing.Atlditional temporery resirainV tliagonal bracing to insure stabilily during construaion is the responsibility of the installer.Adtldional pertnaneM building stabilNy bracing of the overall strudure is the responsibilRy of the builtling tlesigner or owner of the trusses.For general guitlance repertling tlesipn responsibililies,fabricetion,quality control,storage, w tlelivery,erection,lateral restraint and diagonal bracing,consutl ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Intortnation)available from ��,nNV LLC SBCA at www.sbcindusl .com. Job � Truss Truss Type pty Pty 2799/2 3 Car Op�ion 18450274 81301688 CO2 Common Truss 2 1 Job Reference(ootionall ProBuilA AAington,Arlington,WA 98223,Jane FeNerer 7.250 s Aug 25 2011 MiTek Intlustries,Inc.Thu Feb 28 1220:17 2013 Page 7 � Z�4 ID:vshbeS8qPw7XB1y03KfMXAzinml-3UU51xjlriqdhP9u26qgAX��W1YUsHSXygwWnlzgcQS -14-� � 5-8-13 I 11-0-0 I 18-3-3 � 22-0-0 ��3-1-5 �14-5 5-8-13 5-33 53-3 5-8-13 1-7-5 � Scale=1:47.0 4x6 I I 4 7.00 12 2x4\� 2x4�/ 3 5 z 6 �' ' I$ 10 911 12 8 4x4= 3x4= 4x4 = 3x4= 4x4= 18-2-14 18-2-14 7-8-8 143-10 I 22-0-0 7-8-8 6-7-5 7-8-8 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 Vert(LL) -0.14 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.23 2-10 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.27 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:83 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-2-3 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=1074/0-5-8 (min.0-1-12),6=1074/45-8 (min.0-1-12) Mau Horz 2=-136(LC 3) Max Uplift2=-70(LC 5),6=-70(LC 6) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1558/70,3-4=-1356/101,45=1356/101,�r6=-1558/70 BOT CHORD 2-10=-43/1251,10-11=0/844,9-11=0/844,9-12=0/844,5-12=0/844,6-8=0/1251 WEBS 4-8=-41/536,5-8=-341/122,4-10=-41/536,3-10=-3411122 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will Td between the bottom chord and any other members,with BCDL=8.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard 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.�� '� � �� 0 February 28,2013 AWARNING-Veriy Cesign parameters and read notes on this Truss Design Drawing ana inGuded DrJ Reference Sheet(rev.03-11�before use.Design valitl for use wilh MTek connedor plates ony.This desi0n is basetl only upon parameters shown,antl is for an individual building component.Applicability � ot design paremeters and proper incorporelion oi the component is responsibilily of building designer or owner of ihe lrusses and installer. Lateral reslrainl designations shown on intlivitlual web and chord members are for compression buckling only,not torbuiltling slability bracing.Additional lemporary restrainV diagonal bracing to insure staDility tluring construclion is the responsibility of the installer.Addilional permanent builAing stabilily bracing of the overall siructure is the responsibilNy of the buikling designer or owner of the trusses.For general guidance regarding Aesign responsibilities,fabrication,qualily control,storage, w tlelivery,erection,lateral restreint and tliagonal bracing,consutt ANSIRPI 1,DSB-89 and BCSI(Building Component Satety Infortnation)available from ��u�nNV LLC SBCA at www.sbcindust .com. •Job , Truss TrussType Qty Ply 2799n 3CarOption I845a275 B13o1688 co3 Common 7russ � Z ,Job ReferenCR(ootional) ProBuiltl Arlington,Arlington,WA 98223,Jane Fefderer 7250 s Aug 25 2017 MiTek InAustries,Inc.Thu Feb 28 12:20:19 2013 Page 1 ID:vshbeS8qPw7X81y03KfMXAzinml-?scrSdIYNJ416cjJHA�t�F si4WGbK2YqQ_PdsdzgcQQ 18-&14 8-2-15 � 1t-0-0 � 15-9-1 � 22-0-0 ��-1-5 6-2-15 4-&1 4-9-1 8-2-15 1-1-5 � 10x10 /� Scale:l/4"=1' 3 7.00 �Z 6x8 i 6x8� 2 4 N o, � 5x16 i 5x16 � �} � 5 yl' 6 � 11 12 �Q 9 13 8 14 15 �16 17 18 7x14 MT18H= 8x16 I I 3x18 MT18H I I t&2-14 3x18 MT18H I I �8'2-�4 8-2-15 11-0-0 15-9-1 22-0-0 � 8-2-15 4-9-1 4-9-1 8-2-15 aiate orrsets�x.v�: ��:as-�s.a2-s�.�s:a2-�a.edge�.�s:as-�s.a2-s� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.19 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.88 Vert(TL) -0.37 5-10 >701 180 MT18H 185/148 BCLL 0.0 ' Rep SVess Incr NO WB 0.87 Horz(TL) 0.08 5 n!a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:283 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE TOP CHORD Structural wood sheathing direclly applied or 3-65 oc purlins. BOT CHORD 2 X 10 DF SS BOT CHORD Rigid ceiling direetly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std'Except" W3:2 X 4 HF 1650F 1.5E,W1:2 X 4 HF No.2 Supplementary Bearing Plates,special anchorage, REACTIONS (Ib/size) 1=9854/0-5-8 (req.0-8-2),5=10079/0-5-8 (req.0-8-5) or other means to allow for the minimum required Max Horz 1=-141(LC 3) support width atjoints 1 and 5(such as column caps, Max Upliftl=-417(LC 5),5=-460(LC 6) bearing blocks,etc.)are the responsibility of the building designer.See Note 8 below. FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-15552/671,2-3=-11117/518,3-4=11117/521,4-5=-15549/662 BOT CHORD 1-11=-558/13423,11-12=-558/13423,10-12=-558/13423,9-10=-558/13423, 9-13=-558/13423,8-13=-558/13423,8-14=502/13420,14-15=-502/13420, 7-15=-502/13420,7-16=-502/13420,16-17=-502/13420,17-18=502/13420, 518=-502/13420 WEBS 3-8=-460/10771,4-8=-4817/273,4-7=-153/4586,2-8=-4820/280,2-10=-152/4591 NOTES 1)2-ply truss lo be connected together with 10d(0.131"X3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-4-0 oc. Bottom chords connected as follows:2 X 10-2 rows at 0-4-0 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'rf noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connedions 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 B;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 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� t3p._� 7)'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 ��fi fA between the bottom chord and any other members. 4,� � � 8)WARNING:Required bearing size at joint(s)7,5 greater than input bearing size. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=417, 'Z� 5=460. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.t and R802.10.2 and referenced standard ANSI/TPI 1. � 4, dadtin�i�jg��breaks with fixed heels"Member end fixfty model was used in the analysis and design of this truss. � ��0 February 28,2013 AWARNING-Veriry tlesign parameters anA reatl notes on this 7russ Design Drawing and included DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MiTek connedor plates only.This design is based only upon parameters shown,and is for en individual builCing component.Applicability � of tlesign parameters and proper incorporation of Ne component is responsibility of building tlesigner or owner of ihe trusses and installer. Lateral restraint designations shown on intlivitlual web antl chord members are for compression buckling only,nol forbuilding stability bracing.Add'rtional temporary restraint/ tliagonal brecing to insure stabilRy during conslrudion is ihe responsibilily of the installer.AdORional pertnanent building stabilky bracinB oi ihe overall sWCiure is the responsibility of the builtling tlesigner or owner of the trusses.For general guidance regarding design responsibildies,tebrication,quality control,storage, tlelivery,erection,lateral restraint antl Aiagonal bracing,consutt ANSI/TPI 1,DS&89 antl BCSI(Builtling Component Safety Infortnation)availaDle from M�II��w�LL, SBCA at www.sbcindust .com. vai v �ir .Job , Tfuss TNSS Type Qty Ply 2799/2 3 Car Oplion �gq5o275 B1301888 CO3 Common Truss � 2 �ob Reference O tiOf181 ProBuild Ahington,AAington,WA 98223,Jane Fertlerer 7250 s Auq 25 2011 MiTek Industries,Inc.Thu Feb 28 1220:19 2013 Pape 2 I D:vshbeS8qPw7XB1 y03KfMXAzinm 1-?scrSdIYNJ4KxjJHAXt6Fysi4 W6bK2YqQ_PdsdzgcQQ NOTES 12)Hanger(s)or other connedion device(s)shall be provided sufficient to support concentrated load(s)1799 Ib down and 77 Ib up at 2-0-12,1799 Ib down and 77 Ib up at 4-0-12, 1799 Ib down and 77 Ib up at Cr0-12,1799 Ib down and 77 Ib up at 8-0-12,1799 Ib down and 77 Ib up at 10-0-12,1799 Ib down and 77 Ib up at 12-0-12,1799 Ib down and 77 Ib up at 14-0-12,1799 Ib down and 77 Ib up at 16-a12,and 1799 Ib down and 77 Ib up at 18-0-12,and 1799 Ib down and 77 Ib up at 20-0-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Un'rform Loads(pl� Vert:1-3=-70,3-6=-70,1-5=-16 Concentrated Loads(Ib) Vert:9=-1799(B)10=1799(B)11=-1799(B)12=-1799(B)13=-1799(B)14=-1799(B)15=-1799(B)16=-1799(B)17=1799(B)18=-1799(B) AWARNING-Verity tlesign parameters antl read noles on lhis Tn�ss Design Drawing and includetl DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MTek conneclor plates ony.This tlesign is based only upon parameters shown,and is for an intlivieual building component.Applicability � of design parameters aM pioper incorporation oi lhe component is responsibilily ot building designer or owner of the Vusses and installer. Lateral restraint tlesignations shown on indi�ridual web anC chorU members are for compression buckling only,not torbuikling stabiliry Dracing.Additional temporary restraint/ diagonal bracing to insure staDility tluring constnic[ion is the responsibilky of the installer.Add'Rional pertnaneM building stabildy bracing of the overall structure is the responsibilily of the buikling designer or owner of the Vusses.For general guidance regartling tlesign responsibilRies,(abncation,quality control,storage, tlelivery,erection,lateral restraiM and diagonal bracing,consutt ANSIlfPI 1,DSB-89 antl BCSI(Building Component Safety Infortnation)available from ��„��yw��C SBCA al www.sbcindust .com. v naa Job . Truss Truss Type Qty Ply 2799/2 3 Car Option 18450276 I81301888 DOt Common 7russ 1 1 Job Reference(ootionall ProBuiW Arlington,Arlinglon,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Indusiries,Inc.Thu FeD 28 12:20:19 2013 Page 1 taz-ia I D:vshbeS8qPw7XB 1 y03KfMXAzinm 1-?scrSdIYNJ4KxjJHAXtBFyst4 WJiKFWqQ_PdsdzgcQQ � -�-�-5 � _ e-o-a � �z-o-o � isi-e i-i-s s-o-a e-ao i-i-s 4x4 I I swle=127.z 5 4 6 7.00 12 3 � z 8 � 9 ld , 3x4= 14 13 12 11 70 3x4 = i&2-14 i 12-0-0 � 1200 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) 0.00 9 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.01 9 n/r 120 BCLL 0.0 ` Rep SVess Incr Yes WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:47 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 10-0-0 oc bracing. OTHERS 2 X 4 HF StudlStd REACTIONS All bearings 12-0-0. (Ib)- Mau Horz 2=75(LC 3) Mau Uplift All uplift 100 Ib or less at joint(s)2,8,13,14,11,10 Max Grav All readions 250 Ib or less at joirrt(s)2,8,12,13,11 except 14=264(LC 9),10=264(LC 10) FORCES (�b)-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 B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consuft qual�ed 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 0-o-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-6-0 tall by 2-QO wide will fR between the boriom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR at joint(s)2,8,13,14,11,10. t0)Beveled plate or shim required to pravide full bearing surtace with truss chord atjoint(s)2. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � LOAD CASE(S) Standard �{� ��14� P �F 4 1!+ p�o � � � ��` °��ru.�,o February 28,2013 AWARNING-Verify design parameters and read notes on this Truss Desipn Drawinp and inclutletl DrJ Reference Sheet(rev.03-11�before use.Desipn valitl for use with MiTek conneclor plates ony.This design is based only upon parameters shown,and is for an indivitlual building component.Applicability , of Aesign parameters antl pmper incorporalion of the component is responsibilily of building tlesigner or owner of the trusses and installer.Lateral restraint � tlesignations shown on intlivitlual web and chord members are for compression buckling only,not forbuilding stabilily bracing.Addilional temporary resirainU tliagonal brecing to insure stability tlurinp construction is the responsiDility of ihe installer.Atltlilional pertnanent buildinp slability bracing of the overall strudure is the responsibility of the builtling designer or owner of the trusses.For general guitlance reqarding design responsibililies,fabrication,qualily con[rol,storage, delivery,eredion,lateral restraint and diagonal bracing,consufl ANSIlfPI 1,DSB-89 and BCSI(Building Component Safety Information)availaDle from ��u�nN�7I LLC SBCA at www.sDCintlust .com. Job Truss Truss Type aty Py 2799/2 3 Car Oplion 16450277 8130168� E07 GABLE 2 1 Job Reterence o iona ProBuild Nlington,Arlington,WA 98223 7250 s May 11 2011 MiTek InOustries,Inc.Thu Feb 28 152725 2013 Page 1 ID:vshbeS8qPw7XB1 y03KfMXAzinm 1-13ZU9AOhdOR5b2msKSwSi1 olxofPbJBBqXnftyzgZhO , -1-6-0 7-0.3 , 11-11-8 , � 1-Fr0 7-0.3 411-5 3x10 I I Scale=124.4 10x10 % 4 4x4 % 4x10 \\ 4.00 72 4x4 % 3 4x4 % 0 v 4x4 % 2 � x10 = 6 3x4 = 3x4=5 3 7-03 11-11-8 0-3 6-8-15 411-5 Plate Offsets(X 1�: [2:0-4-12 Edge] [2:0.39 Edge] [8:&&15 P1-S] LOADING�ps}� SPACING z_p_p CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.08 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease �.�5 BC 028 Vert(TL) -0.18 2-6 >752 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.46 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:661b FT=20q LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structurel wood sheathing diredly applied or 60.0 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 OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 5=489/Mechanical,2=628/0.S8 (min.0-1-8) Max Horz 2=121(LC 4) Max Uplik 5=39(LC 5),2=-76(LC 3) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=-849/34 BOT CHORD 2-6=-41l742,56=-41/742 WEBS 36=0/264,35=-818l75 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR 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 Nace),see Standard IndusVy Gable End Details as applicable, or consull qualified building designer as per ANSIlfPI 1. 3)All plates are 2x4 MT20 unless Mherwise indicated. 4)Gable studs spaced at 1-4-0 oc. 5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a recfangle 3-6-0 tall by 2-0-0 wide will fit belween the bottom chord and any other members. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable ot withstanding 39 Ib uplift at joint 5 and 76 Ib uplift at joint 2. - 9)This wss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 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 �� C"� 4 �+ �'�•O x � �q ��0 February 28,2013 AWARNING-Verify design parameters and reatl notes on t�is Tiuss Design Drawing and includetl DrJ Reference Sheet(rev.03-11)Detore use.Design valid for use with MiTek connector plates only.7tiis tlesign is based onty upon parameters shown,and is for an intlivicival building component.Applicabiliry , of desipn parameters and proper incorparation of the component is responsibility of building designer or owner of the trusses antl installer.Lateral restraint tlesignations shown on indi�ridual web antl chortl memDers are for compression buckling only,not forbuilding stability bracing.Atldilional temporery restrainU tliagonal brecing lo insure stability during construclion is the responsibildy of the installer.Addilional pertnanent building stability bracing of lhe overall structure is the responsibilily of the building designer or owner of the trusses.For general guidance regarding design responsibildies,tabrication,quality control,storage, w delivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Intormation)available from ��u�nNfi LLC SBCA at www.sbcindust .com. �Job , Truss Truss Type Qty Ply 27&9n 3 car option 18450278 B1301888 E02 Monopitch Truss 7 1 Job Reference lootionah ProBuild Arlington,AAinglon,WA 98223,Jane Fe�derer 7250 s Aug 25 2071 MiTek Intluslries,Inc.Thu Feb 28 12:2021 2013 Page 1 ID:vshbeS8qPw7XB1 y03KfMXAzinm 1-yFkdJmovwK2A1 TgHy�19x7iKwZo206tlukwWzgcQO -1-6-0 �-�-� 7-0-3 11-11-8 � 1-8-0 � 7-0.3 I 4-11-5 � 2x4 I I Scale=129.8 4 4.00 12 3x4% 3 u� 2 �tl 6 3x4= 2x4 I I 5 3x4= 0-0-0 0-0-0 i0-8-0 7-0.3 11-71-8 �0-8-0� 6-63 4-11-5 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.08 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.28 Vert(TL) -0.19 2-6 >745 180 BCLL 0.0 ` Rep SVess Incr Yes WB 0.47 Horz(TL) 0.02 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:43 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-8 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=489/Mechanical,2=628/a5-8 (min.a1-8) Mau Horz 2=126(LC 4) Max Uplift5=40(LC 5),2=-75(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=826/33 BOT CHORD 2-6=-40/714,5-6=-40/714 WEBS 3-6=0/263,3-5=-796/75 NOTES t)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 bottom chord in all areas where a rectangle 360 tall by 2-0-0 wide will fk between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard �� 4.�� p�� February 28,2013 AWARNING-Verify design parameters antl read notes on this Truss Design Drawing and inGutletl DrJ Reference Sheet(rev.03-11�before use.Design valitl!or use wiN MTek conneclor plates ony.This Oesign is based only upon parameters shown,and is tor an individual builtling component.Applicabiliry , of design paremeters anC proper incorporetion of the component is responsibility of builtling tlesigner or owner oithe Uusses antl installer.lateral resiraint designations s�own on indi�ridual web and chortl members are for compression buckling only,not torbuilding stabili[y bracing.Atltlitional temporary reslrainV tliagonal bracing to insure staGility tluring construction is the responsibility of ihe installer.AddNional pertnanent building stabilily bracing of lhe overall stniclure is the responsibility of the Duikling designer or owner oi the trusses.For general guidance regarding Aesiqn responsibilities,fabnration,qualily control,storage, w tlelivery,erection,lateral restraint antl tliagonal bracing,consutt ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Safety Informetion)available irom ��u�nNV LLC SBCA at www.sbcindust .com. .Job , Truss Truss Type Qty Ply 2799n 3 Car Option 16450279 81301888 F01 Monopitch Truss 1 1 Job Reference(ootionall ProBuild Arlington,AAington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 1220:21 2013 Page 1 I D:bffbDD3sQ6Kt_NHuQ U3cpbziflZ-yFkdJmovwK2A1 T�-I�y�cKNxA7Kxto6BtlukwWzgcQO _ -1-6-0 9-��2 5-11-8 I 9-11-8 i � 1-8-0 5-11-8 4-0.1 ZX4 �� Scale=126.5 4 4.00 12 3x4% 3 2 M 0 1 6 3x4= 2x4 I I 5 3x4= 9-1-2 9-1-2 L 5-71-8 941-8 ' S-71-8 4-0-1 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.23 Veri(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.19 Vert(TL) -0.09 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.25 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:36 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing direclly applied or 6-0-0 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=395/Mechanical,2=548/1-0-0 (min.0-1-8) Max Horz 2=106(LC 4) Max Uplift5=-31(�C 5),2=-75(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=639/20 BOT CHORD 2-6=-24/542,5-6=-24/542 WEBS 3-5=611/53 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 3-6-0 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 connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 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 � ,�,�� '� � � �� ,�►�.�° February 28,2013 AWARNING-Verify design parameters anA reatl notes on t�is Truss Design Drawing and included DrJ Reterence Sheet(rev.03-1 t�before use.Design valitl for use wiih MiTek connecior plates onty.This tlesign is basetl onty upon perameters shown,and is for an indi�ridual building component.Applicability � of tlesign parameters and proper incorporation of the component is responsibility of buikling designer or owner of the Vusses and installer. Lateral restrainl designations shown on indi�ritlual web and chortl members are tor compression buckling only,not torbuilding staDilily bracing.Addilional temporary restrainV diagonal brecing to insure stability tluring construdion is the responsibildy of the installer.AOd'Rional permanerM building stabilily bracing of the overall structure is ihe responsibildy of the Duiltling desi0ner or owner of the irusses.For general guitlance regarding design responsibilities,fabricetion,qualky control,storepe, ^ tlelivery,erection,lateral restreint and diagonal bracing,consutt ANSI/TPI 1,DSB-89 antl BCSI(Building Component Safety Infortnation)available from ��V�nNV CLC SBCA at www.sbcindust .com. �Job , Truss Truss Type Qty Ply 2799/2 3 Car Option IB1301688 F02 MonopitchTruss 5 � 16450280 � Job Reference(ootionall ProBuiltl AAington,AAington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 122022 2013 Pege 1 ID:vshbeS8qPw7XB1y03KfMXAzinml-QRH_4fiQgETvoB1s G�taTKMkHvXYtG6yeHTyzgcQN -1-8-0 9��I Z 5-11-8 I 9-11-8 �, 7-8-0 5-11-8 4-0.1 2x4 I I Scale=1:26.5 4 4.00 12 3x4% 3 2 � � 0 6 3x4= 2x4 I I 5 3x4= 9-7-2 9-t-2 � 5-11-8 9-N-8 ' S-11-8 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 0.26 Vert(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.21 Vert(TL) -0.11 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.26 Horz(TL) 0.01 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:36 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, except BOT CHORD 2 X 4 HF No2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling direclly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=406/Mechanical,2=541/0-38 (min.0-1-8) Mau Horz 2=106(LC 4) Mau Uplift5=-32(LC 5),2=-69(LC 3) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-667/24 BOT CHORD 2-6=-29/572,5-6=-29/572 WEBS 3-5=-645/58 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25Tt;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load 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 3Cr0 tall by 2-0-0 wide will fR 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)5,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 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 � �� . o� � � � �� ° February 28,2013 AWARNING-Veriy design parameters anA reaA notes on this Truss Design Drawing and inGuded DrJ Reterence S�eet(rev.03-1 t�before use.Design valid for use wilh MTek connedor plates only.This design is based only upon parameters shown,and is tor an individual builtling component.Applicebiliry , ot tlesign paremeters and proper incorporetion ot the component is responsibilRy of building designer or owner of the trusses and installer. Lateral restraint designations shown on intlivitlual web and chortl members are for compression buckling only,not torbuilding stability Dracing.Additional temporary restrainV tliagonal bracing to insure stabilily during consliuclion is the responsibility of ihe installer.Atltlitional pertnanent building stabilily Dracing of the overell siruclure is the responsibility of the building designer or owner of the irusses.For generel guitlance regarding design responsibilities,fabncation,qualiry control,storage, w delivery,erection,lateral restraint and diagonal brecing,consutt ANSIlfPI 1,DSB-89 antl BCSI(Buikling Component Safety Infortnation)available from ��u�nNALLC SBCA at www.sbcintlust .com. Jo� Truss Truss Type pty Ply 27esi2 3 car op�ion 16450281 87301688 F03 MONOPITCH TRUSS 5 1 Job Reference(ootionaD ProBuiM Arlington,A�tington,WA 98223,Jene Ferderer 7250 5 Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 122022 2013 Page 1 9-t-z I D:vshbeSBq Pw7XB1 y03KfMXAzinm 1-Q RH_4fiQgETvoB 1 srgQ�t�dFpkEhXcyG6yeHTyzgcQN -18-0 I 7-10-0 7�S i � 1-8-0 7-10-0 0-1- Scale=120.6 2x4 I I 3 4.00 12 v m N 2 � �m M � O 4 2%4 II 3x4- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.62 Vert(LL) -0.22 2-4 >412 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.41 Vert(TL) -0.49 2-4 >187 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL B.0 Code IRC2009/TPI2007 (Matrix) Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 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=457/03-8 (min.0-1-8),4=317/0-1-8 (min.0-1-8) Max Horz 2=86(LC 4) Max Uplift2=-66(LC 3),4=-24(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=256/60 NOTES t)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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&60 tall by 2-0-0 wide will 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 connedion(by others)of truss to bearing plate capable of wRhstanding 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 �� 4�� O� ��P � � � �� °��rN.�,o February 28,2013 A WARNING-Verify tlesign parameters antl reatl notes on this Truss Desiqn Drawing and inGuded DrJ Reference Sheet(rev.0&11)before use.Design valid tor use with MTek conneclor plates onty.This design is based only upon parameters shown,end is for an individual builtling component.Applicability � of design parameters and proper incoryoration of the component is 25ponsibilily of building tlesipner or owner otthe trusses and inslaller.Lateral iestraint designations shown on inaivitlual web and choid members are for compression buckling only,not torbuilding stabili[y bracing.Addttional temporary restrainV diagonal bracing to insure stabilily during construdion is the responsibilAy of the inslaller.Adtlilional permanent building slability bracing of the overall struclure is the responsibility otthe builtling tlesigner or owner of the trusses.For general guitlance regarcling design responsibildies,fabrication,quality cqntrol,storage, delivery,erection,lateral restraint antl tliagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Satety Infortnation)available from ��f�uw�LC SBCA at www.sDCintlust .com. L ��w .Job , Truss Truss Type Qty Ply 2799/2 3 Car option 16450282 B1301888 F04 Monopitch Truss 1 1 Job Reference(optional) _ _ ProBuild AAingtan,Arlington,WA 98223,Jene Fertferer 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Feb 28 12:20:23 2013 Pege 7 ID:vshbeS8qPw7X81 y03KfMXAZinm 1-uerM l?o3RYbmPKc2PNx4Po0YX8MG3RPLcNq?OzgcQM 9-t-2 -1-�0 I 7-11-8 � b6-0 7-11-8 2x4 I I Scale=121.5 6 2x4 I I 5 4.00 12 2x4 I I 4 2x4 I I 3 � 2 M ' 10 9 8 7 3x4— 2x4 I I 2x4 I I 2x4 I I 2x4 I I 9-1-2 7-11-8 7-11-8 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 VeA(LL) 0.00 1 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.07 Vert(TL) 0.00 1 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:29 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 60-0 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 7-11-8. pb)- Max Horz 2=86(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)7,2,8,9,10 Max Grav All readions 250 Ib or less at joint(s)7,S,9 except 2=270(LC 1), 10=314(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.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuft qual'rfied building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced a10.0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2,8,9,10. 8)This truss is designed in accordance wkh 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 faity model was used in the analysis and design of this truss. LOAD CASE(S) Standard _�,+� 4��J �� 4, p� x � � ��` °��brrN.�,o February 28,2013 AWARNING-Verify design parameters and read notes on this Truss Design Drawing and inGuded DrJ Reference Sheet(rev.03-t t�before use.Design valid for use with MTek connecior plates only.This design is based only upon parameters shown,and is tor an individual building component.Applicabiliry , o(tlesign parameters and proper incorporetion of the component is responsibilily ot buildinp designer or owner of the Vusses and installer.Lateral resiraint designations shown on individual web and chord members are for compression buckling only,not Torbuiltling staDility Dracing.AAditional temporary restrainV diagonal bracing to insure stabilily during construdion is ihe responsibility of the installer.Additional pe�manent building stability brecing of the overall struclure is the responsibility of the building designer or owner of ihe trusses.For general guidance regarding tlesign responsibilities,fabrication,quality corrtrol,storage, w tlelivery,ereclion,lateral restraint antl diagonal bracing,consult ANSI/TPI 1,DSB-89 and BCSI(Building Component Satety Infortnation)available from ��nNf�LLC SBCA at www.sbcindust .com. Job , � Truss Truss Type Qty Ply 2799n 3 Car option B1301688 J01 Monopitch Truss > > 16450283 Job Reterence o tional ProBuiW AAington,AAington,WA 98223,Jane FeMerer 7250 s Aug 25 20t t MiTek Industries,Inc.Thu Feb 28 122023 2013 Paqe 1 ID:vshbeSSqPw7X81y03KfMXAzinml-uerMl?o3RYbmPKc2P�x Po0Xz8d6G3CPLcNq?OzgcQM �_ -1-60 9-�I-2 5-11-8 9 17 7-6-0 5-11-8 3x10 �I Scale=1:17.1 2x4 I I 3 4x4 % 4.00 12 4x4% 2x4% m ao 2 � I� � � , � 4X,� - 2x4 I I 4 2u4 I I 9-1-2 9-4-10 5-N-8 ' S118 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.14 Vert(LL) -0.06 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.21 Vert(TL) -0.14 2-4 >485 180 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:25 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 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. OTHERS 2 X 4 HF Stud/Std REACTIONS (�b/size) 2=380/0-5-8 (min.0-1-8),4=221/0-1-8 (min.0-1-8) Max Horz 2=61(LC 4) Max Uplift2=67(LC 3),4=-13(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 B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSIlTPI 1. 3)Gable studs spaced at 0-0-0 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 ihe boriom 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. 6)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI t angle to grain formula. Building designer should ver'rfy capacity of bearing surtace. 7)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 8)Provide mechanical connection(by others)of truss to bearing plate capable of wkhstanding 100 Ib uplift al joint(s)2,4. 9)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. 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 �� ' �� . cro� �o � � �,�,�r�.�'o February 28,2013 AWARNING-Veriy design parameters antl reaA notes on this 7russ Design Drawing and included OrJ Reterence Sheet(rev.03-t t�before use.Design valid tor use with MTek conneclor plates onty.This tlesign is based only upon peremeters shown,antl is tor an intlivWual building component.Applicability � of tlesign paremeters and pmper incorporation of the component is responsibilily of building designer or owner of the Vusses and installer.Lateral restraint desipnations shown on individual web anA chortl members are for compression buckling only,not torbuiltling stabilily bracing.Addilional temporary restrainU diagonal bracing to insu2 stabilily dunng construclion is ihe responsiDility of ihe installer.Add'Rional pertnanent buildinB stabilily bracing of the overell struclure is the responsibility of the buiMing designer or owner of the trusses.For general guidance regartling Aesign responsibilities,fabrication,qualdy conirol,storage, tlelivery,erection,laterel rest�ainl and diagonal bracing,consutl ANSI/TPI 1,DSB-89 antl BCSI(Buikling Component Safety Information)available from /y��/�L�C SBCA at www.sbcindust .com. ww �� Jo�- TRlss Tfuss Type �ty Ply 2799/2 3 Car Oplion 16450284 81301688 J02 MONOPITCH TRUSS 6 1 Job Reference o tional ProBuiW Arlington,AAington,WA 9ffi23,Jane Ferderer 7250 s Aug 25 2011 Mi7ek�ntlustries,Inc.Thu Feb 28 12:2023 2013 Page 1 I D:vshbeS8qPw7X81 y03KfMXAzinm 1-uerM I?o3RYbmPKC2Pf�x4Pg0UZ8d6G3CPLcNq?OzgcQ M -1-6-0 9-�-2 5-10-0 5�'� 1-60 5-70-0 0-1- Srale=1:16.8 7x4 I I 3 4.00 12 v 0 N m 2 � �m m 0 7 4 2x4 I I 3x4= LOADING(ps� SPACING 2-QO CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.36 Vert(LL) -0.06 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.21 Vert(TL) -0.14 2-4 >485 180 BCLL 0.0 ` Rep SVess Incr Yes WB 0.00 Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:18 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 5-11-8 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) 2=380/0-5-8 (min.0-1-8),4=221/0-1-8 (min.0-1-8) Max Horz 2=66(LC 4) Max Uplift2=-66(LC 3),4=-13(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES t)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veriical 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 boriom chord in all areas where a rectangle 3Cr0 tall by 2-0-0 wide will 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 verify capacky of bearing surtace. 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 uplifl 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 ANSI/TPI 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 � �� D�� 4 �j•o � � �� ,�►�.� February 28,2013 AWARNING-Verify tlesign parameters and reed nates on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valitl for use with M7ek connector plates only.This tlesign is Dasetl only upon parameters shown,and is for an indi�ritlual builAing component.Applicability , of tlesign parameters and proper inwrporation of the wmponent is responsibilNy of building designer ar owner of the trusses and installer.Lateral restraint Aesignations shown on intli�ritlual web antl chortl mem�ers are tor wmpression buckling onty,not forbuilding stabilily bracing.AtlAitional temporary resirainU diagonal bracing to insure stabili[y during construcYion is the responsibility of ihe installer.Addilional permanent building stabilily bracing of the overall stnicYUre is the responsibilky of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,qualily control,storage, w delivery,erection,lateral resiraint and diagonal bracing,consufl ANSIlTPI 1,DSB-89 and BCSI(Building Component Safety Information)available finm ��nN�7I LLC SBCA at www.sbcindust .com. 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