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8641J Truss Drawings � CONSULT/NG ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81303463 MiTek 20/20 7.2 NHD 8641 J Plan The truss drawing(s)referenced below have been prepared by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I6586348 thruI6586372 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 MTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for soiid sawn lumber and approved,grade stamped, fingerjointed 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 acxordance with the latest edition of ANSI/TPI 1 Section 6.3. �p5EPH b� �.,��a�wtis�,��'�� -� �°�. � � � �� o� Apri15,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings.The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSUTPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer sha11 be in accord with the latest edition of ANSI/TPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. o fU55 rUSS ype NHD�41 J Plan 16586348 61303463 A01 Calffomia Truss � 2 Job Reference o tional ProBuild Arlinglon,AAington,WA 96223,List] 7250 s qug 25 2011 MiTek Industries,Inc.Thu Apr 04 76:0931 2013 Page 1 ID:DRaeu LZAciFIt8LdY5eXLzU61C oimnrxweLqk2fKqBklnOdJXCnjS8F4HQYZJK5yzU2No 9-0-0 r�2 — 353d 0� 1$0 4-8-12 7-143 7'7'1 7-7'1 74d3 0 - �$12 1$0 0.2-10 0.312 SWIC=1:73.1 5x10 i 6.D0 �2 4x8= 4x8 = 5x8= 4x8= 5x10� 3 4 5 6 � 8 v m 2 9 cv �� M 10Id 4x10 i 15 �6 14 13 12 17 �� 4x10� 4x8— 4x4 7x14 MT18H— 4x4 = 4x8= 9-0-0 g� 4&3 12 12+15 2640 27-7-1 353-4 35- 73 40�0-0 48-3 9 7-8- 7-7 1 7 7 1 7$3 � 9 4-&'+ Piace orrsets cx.v�: rz:a�-�o.a2-o�.rs:o-a-s.a2-a� ra�a�-s aa-o�.n:as-a.a2-oi.�s:o-a-a.a2-s�_�s:a��o.az-o�,l�ta�-e.a2-ot��a:a�-o.a�-oy.��e:a�e.a2-ot LOADING(ps� SPACING 2-QO CSI DEFL in (bc) I/defl Ud PLATES GRIP TCLL 30.0 Plateslncrease 1.15 TC 0.56 Vert(LL) -0.94 13 >503 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.72 Vert(TL) -1.79 13 >266 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(fL) 029 9 n/a n/a BCDL 8.0 Code IRC2009fTP12007 (Matrix) Weight:427 Ib FT=20°k LUMBER BRACING TOP CHORD 2 X 4 HF No2'Eucept' TOP CHORD SUuctural wood sheathing direcUy applied w 3-5-15 oc purlins,except T2,T3:2 X 6 DF 2400F 2.OE 2-Q-0 oc purlins(47-7 max.):3-8. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std"Except' WEBS 1 Row at midpt 415,7-11 W2:2 X 4 HF 1650F 1.5E,W4:2 X 4 HF No2 REACTIONS (IWsize) 2=4607/0-5-8 (min.0-3-13),9=4607/0-5-8 (min.0-3-13) Max Horz2=37(LC 5) Max Uplifl2=-401(�C 4),9=-401(LC 3) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or Iess except when shown. TOP CHORD 2-3=9865/993,3-4=-8638/897,45=17645l1859,5-6=-17645/1859,6-7=1 7645/1 859, 7-8=8638/897,8-9=9865/993 BOT CHORD 2-15=872/8829,15-16=1825/17645,1416=-1825/17645,1 3-1 4=21 00/20493, 12-13=-2100/20493,12-17=1811/17645,11-17=1811/17645,9-11=-858/8829 WEBS 3-15=-131/2937,415=-9453/1031,4-14=0/1088,5-14=-3012/308,513=0/434, 5-12=3012/308,7-12=0/1088,7-11=9453/1031,8-11=131/2937 NOTES 1)2-ply truss to be connected together vvith 10d(0.131"x3")nails as folbws: Top chords conneeted as follows:2 X 4-1 row at 0-4-0 oc,2 X 6-2 rows at 0-9-0 oc. Bottom chords conneded as follows:2 X 6-2 rows at 0-9-0 oc. Webs oonnected as follows:2 X 4-1 row at 49-0 oc. 2)All bads are considered equally applied to all piies,except'rf noted as front(F)w back(B)face in the LOAD CASE(S)section.Pty to ply connections have been provided to distribute only loads noted as(F)or(B),unless othervvise 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;enGosed;MWFRS(low-nse)gable end zone;pntilever left and right exposed;end vertical left and right exposed;Lumber D0�=1.33 plate gnp DOL=1.33 5)Provide adequate drainage to prevent water ponding. �(35�� A,_ 6)All plates are MT20 plates unless othervvise indicated. �,�' O�w� �'�T•�, 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �,� +Q 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil � fit beMieen the bottom chord and any other members. 4�'* O,�t, 9)Provide mechanical connection(by others)of truss to bearing plate capable of Nrithstanding 401 Ib uplift at joint 2 and 401 Ib uplift at jant 9. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � Con��P11. '".�f1, 9$ � ��A�111L�`O April 5,2013 ; � WARNING-Veriry tlesign peremeters erM reatl rrotes on this Tnrss Design Orawing and induded DrJ Raterence Sheet(rev.0311')before use.Design � velid for use with MiTek connxtor plates only.This desipn is besed ony upon perameters shown,and is tor an individwl buildrcq componeM.Appliwbility , ot dasign peremeters and proper irraporation of the componeM is responsibtlily of buflding desiflner w owner o�Vre trusses and instelkr. tateral restrsiM designffiions shown on itMiviAUal web and etard members ere kr cortiprassion budcling ony,not forbuildiny stebility brscing.Additional temporery restreiM/ � diayonel Wadng to inwre stability during constructlon is tl�e responsibility of the inslellar.Additional pem�enenf huilding staWlity bracing ot the overall struefure - is the responsibiGty of 1Fre lwildirg designer ar owner of the Wsses.For general gufdance reparding design responsibiiilies,fabricetion,qua6ly control,storege, , delivery,arodion,lateral restrainf and diagonai bredng,consuR ANSI/TPI t,DSB-89 end BCSI(Buildinq CompaieM Sefety Infortnation)evailable hom ��LLC SBCA et wwwsbcindu .eom. o n155 TfU55 ype iy (y NHD 8641 J Plen I65863�8 at3o34s3 n0� Califamia Truss � Z �op Reference o tional ProBuild ArAngton,Arlington,WA 98223,Listj 7.250 s Aug 25 2011 MRek Industries,Inc.Thuqp r 04 16:09:32 2013 Pape 2 ID:DRaeu_LZAaFIt8LdY5eXLzU61G-GuK92HxG68svHUPNHWdAX3MX7nL_XX7sD2tdOzU2Nn NOTES 11)Girder carries hip end with 5-3-2 right side setback,53-2 left side setbadc,and�0-0 end setbadc. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical purlin representation dces not depict the size or the orienhation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided su�cient to support concentrated load(s)456 Ib down and 128 Ib up at 3411-8,and 456 Ib down and 128 Ib up at 5-0-8 on top chord. The design/seledion of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-3=80,3-8=191,8-10=-80,2-9=38(F=-22) Concentrated Loads(Ib) Vert:3=�56 8=-456 A WARNING-Vxify tlesign parameters and read rates on this Ttuss Design Uawing and induded DrJ Raferance SFreet(rev.03�11�before usa,pesign vaVd for use with MTdc mnnecta pletes onry.This design is based only�pon perameters shown.and is tor en individuel buiWtrp cortponeM.Applicebility , � of desiyn pe�ars erW proper ir�corporation d the componont is iesponsibility W 6uilditg desiyner a amer of the trusses end'rMeROr.Lateral restraiM designetims slwNm on iMividual web arW chord members ero fir cortpressbn budcling ordy.rat fo�building stebiliry�bredny.Additional temporsry resUainU diayonal brecing lo inwre stebilily during construction is the responsibilily of ihe instella.Addidonel pertnenent building stability bradrq of Me overeN strudure is the responsibility of tt�e building designa a owner of Ihe Wsses.For genaal puidance regarding daipn responsibilitias,febrication,queGty control,strnage, delivery,uection,leteral restraint and diagonal bredng,consutt ANSIRPI 1,OS&89 and BC31(Buildinp Component Sakty Intormetion)evaikble from (�p�/�nN�LLC SBCAatwwwsbcindu .com. O rU55 nls5 yp@ ly NHD 8841 J Plen 16586349 B1303463 A02 Calffomie Truss 1 1 Job Reference 6onai ProBuiid ArYnyton.Ariirgton,WA 98223.List1 7250 s A 25 20�1 MTek Intlustries.�nc.TTU Apr 04 16:09:33 2013 Pege 1 ao ID:DRaeu_lZAciFItBLdY�eXLzU61Cr15uXFdyvtR_mve_a�jqsikcTYX5Tj?�j?}pR9qzU2Nm -�-�$ s-z-�a �z �3-o-i zo-o-o 2s->>-�s 33-414 s aaao '�ry-6-0 �-s-o s-z-�z aas s-o-�s ��-�s �-��-�s s+is o-a s-z-�z �-s-o � Scale=1:73.1 7x14 MT18H= 7x14 MT18H= 6.00 12 3x8= 3x4 = 3x10= 3x8= - 3 4 5 6 � g t v � 2 9 ch �1 10I� d 4x8= 15 14 13 12 11 4x8= 4� 3x4= 7xt4 MT18H= 3x4= 4� 9-0-0 g.p_p 60.3 6-2 ii2 15-4-1 247-15 3&9-4 33-'41-13 40-0-0 &0-3 0.'1-9 9-1 5 4'�7d � cL�5 rLTira rvn�t � Pi�ce ot�ts cx.vr rz:Eaae.ao-2i.rs:o-a5.a�-�t.ra:as-s.a�-�i rs:o-o-o aa2� � LOADING(ps� SPACING 2-0-0 C51 DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plates increase 1.15 TC 0.79 Vert(LL) -0.76 12-14 >626 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.85 Vert(TL) -1.54 12-14 >309 180 MT18H 185/148 BCLL 0.0 • Rep Stress Incr Yes WB 0.73 Horz(TL) 0.35 9 n/a n/a BCDL 8.0 Code IRC20091TPI2007 (Matrix) Weight:144 Ib FT=20°k LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directy applied or 2-2-0 oc purlins,except BOT CHORD 2 X 4 HF 1650F 1.5E 2-0-0 oc purlins(2-2-0 max.):�8. WEBS 2 X 4 HF Stud/Std*Except* BOT CHORD Rigid ceiling direclly applied or 2-2-0 oc braang. W2:2 X 4 HF No.2 WEBS 1 Row at midpt 4-15,7-11 REACTIONS (Ib/size) 2=2036/a5-8 (min.0-36),9=2036/0-5-8 (min.0-&6) Max Horz2=-42(LC 6) Max Uplifl2=-48(LC 4),9=-48(LC 3) FORCES ��b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shovm. TOP CHORD 2-3=3755/139,3-4=-3205/136,45=5729/259,5-G=-5729/259,6-7=5729/259, 7-8=3205/136,8-9=-3755/139 BOT CHORD 2-15=97/3260,1415=253/5406,13-14=293/6152,12-13=-293/6152,11-12=231/5406, 9-11=-75/3260 WEBS 3-15=-2/1165,415=-2511/205,414=0/566,5-1b=-548/105,5-12=548/105,7-12=0l566, 7-11=-2512J205,8-11=2/1165 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Vlfind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;e�closed;MWFRS(low-rise)gable end zone;qntilever �eft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless othervvise indicated. 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 redangle 3-fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mecFianical connection(by others)of truss to bearing plate capabie of withstanding 48 ib uplift at joint 2 and 48 Ib uplift at joint 9. 8)This Uvss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced �US�� d�,. standard ANSI/TPI 1. 4�� O,��,J l',�, 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � � 10)G2phical puAin representation dces not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �o � �� 0 �� April 5,2013 i � WARNING-Veriry design perameters end reed rqtes on ttris Truss Design Drawing end mUUdetl DrJ Reference Sheet(rev.03117 before use.Desiyn valid for use with MTdc oonr�da pletes ony.TMs desipn is besed aUy upon paramelers siwiwrt,end is fa en i�dividual building oomponent.Applicebiliry , of dasipn perameters end proper irKOrporetian ol the mrt�ponad is responsib�lity of buiWirg designer a amer W Mie Wsses ard�slatler. laterel restraiM . desipnffiions shawm on individuei wob arM cFbM members are for compression budcling oMy.rwt forbuildinp slebilily brecJng.Additionei tert�porery roatrainV '�., diayonal broang�to inwre stebilMy during consWdion is the responsibNHy ot the instalkr.Add'ih'onel permanent build�g staWlity Waanp of Cre ovareN strudure i is ttie responsibility of the buildirq designa or owner ot Me trusses.Fw yenual guidence regardiny dasgn rosponsibi6ties.fmricetio�.queGty control.storeqe. j dalivery,aedion,letmal restraint end diagonal bredng,conwtt ANSIRPI 1,DS8-89�d BCSI(BuAdUg Component Sefety�nformetion)eveilebk hom (��(i�NQ LLC SBCA at www.sbcindu .com. Job Truss Truss Type Qty Pty NHD 8641 J Plen '� 16586350 B1303463 A03 CalRomia Truss 1 1 ��. (nPU�U PmBU�W ArNngton,Arlington,WA 98223 7250 s Mey 11 2011 MITeK Industries,Inc. Fri Apr 05 112133 2013 Pege 1 ID:DRaeu LZAdFItSLdYSeXLzU61CrjNXBFZsw05RH3uxf0uCo3VLdYDeOfrpa7aHy9XzTnVm -1 7-4-1 -11 1 -1 3 14 3- 1 1E-0 7-412 5-8-15 6-3-15 6�-15 5-8-15 0-fr 7-412 1-6-D� Scale=1:707 5� % 4x4 - 4x4= 5x6 = 4x4 = \ 6.00 �Z 3 q 5 6 � Sx6 � 8 7 7 � e m Z 9 �It 10� d 5%6 = 15 14 13 12 11 5x6= 3� 3x4 = 7x14 MT18H = 3x4 = 3x8= 7-4-3 7 12 1�r9-6 242-10 32-7-4 32-7 13 40-0-0 7-4-3 9 84-10 8-5-3 8.4-10 0 9 7-4J Plate Oflsets(X Y�: f2:0-1-11,Etlge1(9:0-1-11 Edqe1 f11'03-8 0.1�1 f15�0-3-80.1-81 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 30.0 Plateslnaease 1.15 TC 0.64 Vert(LL) -0.52 12-14 >906 240 MT20 165l148 TCD� 10.0 Lumber Increase 1.15 BC 0.91 Vert(TL) -1.07 12-14 >444 180 MT18H 185/148 BCLL 0.0 ' Rep Stress incr Yes WB 0.63 Horz(TL) 0.35 9 Na Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:1741b FT=20% LUMBER BRACiNG TOP CHORD 2 X 4 DF 2400F 2.OE"Eucept' TOP CHORD Strudural wood streathing diredly appiied or 2-2-0 oc pudins,except 3-6,6-8:2 X 6 DF No.2 2-0-0 oc purlins(32-12 max.):3-8. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigitl ceiling diredly applied or 2-2-0 oc bradng. WEBS 2 X 4 HF Stud/Std WEBS 1 Row at mfCpt 4-15,7-11 REACT10N5 (�y/�e) 2=2036/D�5-8 (min.0-3F),�2036/0-5-8 (min.0-3�) Max Ho2 2=-47(LC 6) Max Uplift2=53(LC 5),9=53(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-Ail forces 250(Ib)or less except when shown. TOP CHORD 23=-3664/120,3-4=3121l120,4-5=�8�45/201,5�=4845/201,6-7=-4845l201,7-8=3121/120, &�-3684l120 80T CHORD 2-15=76l3162,14-15=-181/4618,13-14=204l5147,12-13=204/5147,11-12=-157/4618,9-11=48/3162 WEBS 3-15=-Z/1077,4-15=-1873/166,4-14=0/492,5-14=-046/83,5-12=-046/83,7-12=0/492,7-11=-1873l166, 8-11=-2/1077 . NOTES t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL�.Opsf;BCDL=4.8psf;h=25ft;Cat.11;E�B;endosed;MWFRS(low-rise)gable end zone;cantilevar left and right exposed; end vertical left and right exposetl;Lumber DOL=7.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)As requested,plates have not been designed to provitle for placement tderances or rough handling and erec[ion conditions. It is the responsibility of the fabricator to increase plate sizes to acmunt for these fadors. 5)AI�plates are MT20 plates unless othervvise intlipted. 6)This truss has baen 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 loatl of 20.Opsf on the bottan chord in all areas where a rectangle 3b0 tali by 2-0-0 wide wiii fit between the�ottom chord and any other members. 8)Provide mechanical connedion(by others)of Wss to bearing plate capable of withstanding 531b uplift at jdnt 2 and 531b uplift at joint 9. 9)This Guss is tlesigr�ed in accordance with the 2009 Intemadonal Residen6al Code secctions R502.1 t.1 and R802.10.2 and retererKed standard ANSUTPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fibty model was used in the analysis and design ot this Wss. 11)Graphical purlin representation does not depid Me size or the orientation of the purlin aiong the top andlor bottom chord. IOAD CASE(S) Standard ��US�H Q�t- � '�� 4�� QA�� O� 'P A�39� ��K �� April 5,2013 � WARNING-Verfry desipn parameters end reed rwtes on this Truss Oesign Drewiny and included DrJ Reterence Sheet(rev.0377�before usc.Design vetid for use wifh MiTek connector plata oMy.This design is besed oMy upon peram¢tas showm,e�d is for en individuel building cortiponent.Applicebilily , of desipn peremeters end proper incor�wration of Me component is responsipiity af yuildirg desipner a owner of the Wsses arM u�sletler. Leteral restrei'rt designedons shown on individual web and chord memben ere for compression budclirg oMy,not forbuildinp stebility Waany.Additionet temporery restraintl dieqonal bredrq to inwro stability durinp consVUCtion is the responsYMR1y W Me instelbr.Addilional permanent buildirg stability brocirq of H�e overaM strudure is the responsibility of the building designer or owner of Me trusses.For peneral guidarroe reperding desiqn responsibilities,Tabricetion,queFty control,storega, delivery,aredion,leterai restreint antl diegonel bredng,eonwtl ANSUTPI t,DS8-�end BCSI(Buildfng Component Setety Infortnetion)aveileble hom �,1 pIYSt/�nN�LLC SBCAatwww.sbcindus .com. O fU55 N55 �@ NHD 864'1 J Plen 16586351 61303463 A04 Callfomie Truss 1 1 Job Reference o donal ProBuild Atlington,Adington,WA 98223,List] 7250 s Auy 25 2011 MiTek Industnes,Inc.Thu Apr 04 18:0938 2013 Paye 1 ID:DRaeu LZAciFIt8LdY5eXLZU61Cr9gaguf nAMMLm5j9WrNZKNE?PkBqwQp�r05m9zU2Nj -�_-Cr�F� 4&15 &8-3 � tCr2-12 23-9-4 � 30.&10 31 3-13 3S&1 I 40-0.0 �4-s-o 1$-0 4&15 370-4 0=7-4 6-1'i-5 7-6-9 611-5 7 310-4 49�15 1-6-0� Scale=1:73.1 3x4 - 5x8 i 3x4= 3x10 = � 5x8� 6.00 12 4 5 6 7 2x4� --- y�q� 3 9 Y m � � 2 10 �� 1tI� d 5�= 14 13 12 5� 3x8= 6x10= 3x8= 9-6-0 �p..p 10.52 20.0-0 29-Cr14 40-0�p 10.52 9-6-14 9-6-14 70.52 Plate Offsets(X,Y): f2:0-1-11.Edg,el.[10:0.1-11.Edae1.f13:Q5-O.EdS7e1 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.75 Vert(LL) -0.45 13 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.81 Vert(T�) -0.91 13-14 >522 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.50 Horz(TL) 0.30 10 n/a n/a BCDL 8.0 Code IRC2009ffP12007 (Matrix) Weight:155 ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2•Except* TOP CHORD Structural wood sheathing directly applied w 2-&-3 oc purlins,except T2,T3:2 X 4 HF 1650F 1.5E 2-0-0 oc purlins(2-2-0 max.):48. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling direcUy applied or 2-2-0 oc braang. WEBS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 5-14,7-12 REACTIONS pWsize) 2=2036/0-5-8 (min.0-3-6),10=2036l0-5-8 (min.0-3-6) Max Horz2=53(LC 6) Max Uplif12=62(LC 5),10=62(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when show�. TOP CHORD 2-3=-3594/87,3-4=-3316/101,45=3250l93,5-6=-4220/134,6-7=-4220/134, 7-8=3250/93,&9=�316/101,9-10=3594/87 BOT CHORD 2-14=-66/3101,13-14=131/4158,12-13=-113/4158,1Q12=32/3101 WEBS 4-14=0/976,5-14=-1244/148,7-12=1244/148,8-12=0/976 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;ehclosed;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)Provide adequate drainage to prevent water ponding. 4)This truss has 6een designed for a 10.0 psf bottom chord�ive load nonconcurrent with any other live loads. 5)'This truss has been designed fw a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-QO wide wiil fd between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 62 ib uplift at joint 2 and 62 Ib upirft at joint 10. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � 9)Graphical puriin representation does�ot depid the size or the orientation of the purlin abng the top and/or bottom chord. �(�S�H j��,f.� LOAD CASE�S) Standard ,4."�� d�� f O� � � �� a April 5,2013 � � WARNING-VeAry design paremeters end road rates on this Tfuas Desi9n Drawiny and induded DW Reference Sheef(rev.0311')before usa.Design veiid for use with MiTek conrredor pletes only.This design is based mly u�on peremeters shown,and is for an Individuel build'mg canponeM.Applicebiliry , ! of design peremetms entl prvper incorporetion of fhe component is responsibAity ot buiWiny tlesigner a awner o(the trusses and instelkr. laterel rostraiM . tlesiynetions shovm on indi�ridual wab eM chortf inembers ere for campression buGUirg oNy,not forbuiktirg stability brecing.AdditionN tenporery reslydnU diegonel bredng to inwre stebility dwirg construdlon is the responsibilify of the instelix.Addtiaiel pe�manent buildirg stabilihl brecirg of the overeN strudure is the re�onsibilily ot the buildirg desipner or owner of the Wsses.For yeneral puWence reparding desgn responsibilitias,f�riCaUon,quelily cantrol,storege, delivery,erecl'an,leteral restreint end diegonal W�aang,aorsutt ANSI/TPt 1,DSB-B9 arM BCSI(Buildiny ComponaM Safety Intortnetion)evailebb trom M 7�Y� SBCn et www.sbc�neu .com. �/N�L+.nR uC Jab russ Truss ype ty ty NHD 8641 J Plen I65B6352 �''�.. B1303463 A05 Califomie Tniss 1 1 ��.. Job Reference(opdonap ProBuild Arlinyton,Arlington,WA 96223,Lisq 7.250 s Aug 25 2011 MTek Industries,Inc.Thu Apr 04 16:09:37 2013 Peye 1 ID:DRaeu LZAciFIt8LdY5eXLzU61G-0s825??PxgUCOFIL4Zuotan8C8SPf�I�vVmelbzU2Ni ,-��-$0.° sas � �az-iz �o��z �6ai � za-�u � zs-a�a zs�a �-ii a� ao-o-o '"�4ao �7-6-0 6-0-5 42-7 Q4-6 6-0.15 E7-14 6-0-15 44S 42-7 T GO-5�i-6-0� Scale=1:73.1 7x10 MT18H! 7x10 MT18H� 3x4= 3x4= 6.00 12 4 5 6 2x4�� 2u4 i 3 8 c vi `} � 2 g �I1 tOI� d 4x8= 13 14 15 12 � 16 17 11 4x8= 3x8= 5x10- 3x8= 9-0.0 9-0.0 1 3 10. 1 9-4 -13 4 0.0 10.0.3 6�9 9.9-4 daa ti a 10-0. Plate Offsets(X Y)�[2:Edge.QO-2]�j4:0-2-4.Edgg]_f7:0-2�.Edge]_ls:aao.aazy��2:as-o,as-ai LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) udefl Ud PLATES GRIP TCLI 30.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.52 11-12 >909 240 MT20 185/148 TCDL 10.0 Lumber Inaease 1.15 BC 0.92 Vert(TL) -0.98 11-12 >486 180 MT18H 185l148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.52 Horz(TL) 0.29 9 n/a Na BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weght:156 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except BOT CHORD 2 X 4 HF No2 2-0-0 oc puriins(2-2-0 max.):47. WEBS 2 X 4 HF StudlStd•Exoept' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W3:2 X 4 HF No.2 WEBS 1 Row at midpt 5-13,6-11 REACTIONS (Ib/size) 2=2122/Q5-8 (min.0-3-8},�2122/0-5-8 (min.0-�8) Mau Horz2=59(LC 6) Max UptifY2=70(LC 5),9=70(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3760/56,3-4=-3432/63,45=3009/66,5-6=3973/87,6-7=3009/66,7-8=-3432/63, 8-9=3759/56 BOT CHORD 2-13=-36/3238,13-14=-71/3883,1415=71/3883,12-15=-71/3883,12-16=52/3883, 16-17=-52/3883,11-17=-52/3883,9-11=0/3238 WEBS 3-13=-252/110,413=0/1024,5-13=-1241/125,5-12=0/255,Cr12=0/255,fr11=-1241/125, 7-11=0/1024,8-11=-252J110 NOTES 1)Unbalanced roof live toads have been co�sidered 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)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless othervvise indicated. 5)This truss 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 rectangle�60 tall by 2-0-0 wide will fit belween the bottom chord and any other members,with BCDL=8.Opsf. 7)Provide mechanicat connection(by others)of truss to bearing plate capaWe of withstanding 701b uplift at joint 2 and 70 Ib uplift at joint 9. 8)This truss is designed in aocordance with the 20091ntemational Residentiai Code sections R502.11.1 and R802.10.2 and nefererxzd �US'�� '��, standard ANSIlfPI 1. ��' a� A� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4, Q, C�, � 10)Graphical purlin representation does not depict the size or the orientation of the purlin atong the top and/or bottom chord. p � LOAD CASEfS) Standard � � �� a �� April 5,2013 A WARNI NG-Verity design peremeters end ro�rwtes on this Truss Design Drewi��d intludetl DrJ Reference Sheet(rcv.03-1 t�before use.pesign velid for use with MTek connector pktes ony.This Aesign is besed onN upon paramaters shown.end is/or en individuel bu�ling corr�ponm[.Hpplic�ility , of desiyn parameters and proper im;orporation M ihe compona�l is responsibdity of buildirg designer or owner of the irusses end'nstaMer. Leteral rcstrairA designatians stwNm on individua�web aM ehord members are Tor canpressia�budclirq ony,not forbuildin9 sieW�itfl bradnp.Additionel tenporery resheinU diagonal bratlng to inwre stabiiily durirg construdion is the responsibility of ihe insteNer.Addttional permanent building stability bredrq of Me overa�s4uduro is the responsiWlity of the building designer a owner oi the Wsses.For yenerel guidance regarding desipn responsibilifies.fabrication.Qua61y control,storape. delivery,ered'wn,laterai roslraint and tliegonal bndny,consull ANSIRPI 1,DSB-89 and BCSI(Building Component Sefety Intormetion)aveikble trom �VQ��nN�uC SBCA et wwar.s6eindust .com. ipy fUSS fUSS ype y NHD 8641 J Plan 16588353 81303463 A06 Califomie Truss 1 1 Job Reference tional ProBuild AAington,AAington,WA 98223.List] 7250 s Aup 25 2011 MiTek Industries,Inc.Thu Apr 04 16:09:38 2013 Pege 1 ID:DRaeu LZAciFIt8LdY5eXLZU61G52hQJL01i_c3?PsXeGP1PnJM0Ypc01C�$,R9VBq2zU2Nh i-1-fr�� 6-3-6 I 11b�'t2 11T�-2 17-1-6 � 22-10.10 2&0-14 2--i8 Sr4 33810 I 40-0-0 `�4b0 i 1-6-0 63-8 53-6 0-4$ 52-4 5-33 5-2-4 0.4-6 53-6 63-6 1$-0 Scale=1:73.1 7xtOMT18H� 3x4= 3x4' 7x10 MT18H� q 5 6 6.00 12 � 2x4� 2x4 i 3 8 d � 2 9 �� ioI� 4x8= 13 14 15 12 16 17 11 4x8= 3x8= 5x10= �B= 9-0.0 9-0-0 11-4-3 11 12 2040 26-5-4 2& 13 40.0�0 11-43 O--9 &5-4 &5-4 0�-9 17-43 Plate Offsets(X.`n: f2:Ed9e.Q0-21,f4:0-2-4.Edqe1,p:a2-4.Edae1.f9:0-0-0.0-42).[12:0-5-0.0-3-O,j LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) i/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.46 11-12 >999 240 MT20 185/148 TCDL 10.0 Lumber Inaease 1.15 BC 0.79 Vert(TL) -1.06 2-13 >448 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.51 Horz(TL) 0.27 9 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:160 Ib FT=20% LUMBER BRACING ` TOP CHORD 2 X 4 HF No.2 TOP CHORD Stnictural wood sheathing direCtly applied or 2-2-0 oc purlins,except BOT CHORD 2 X 4 HF No.2 2-0-0 oc puriins(2-7-2 max.):47. WEBS 2 X 4 HF Stud/Std•Except" BOT CHORD Rigid ceiling direcUy applied or 2-2-0 oc braang. W3:2 X 4 HF No.2 WEBS 1 Row at midpt 5-13,6-11 REACTIONS (Ib/size) 2=2140/0-5-8 (min.0-3-8),9=2140/0-5-8 (min.Q3-8) Max Horz2=65(LC 6) Max Uplifl2=-77(LC 5),9=77(LC 6) FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3787/79,3-4=-3360/35,45=-2919/54,5-6=3564/54,6-7=2919/54,7-8=3360/35, 8-9=3787/79 BOT CHORD 2-13=-44/3267,13-14=19/3498,1415=-19/3498,12-15=-19/3498,12-16=1l3498, 16-17=-1/3498,11-17=1/3498,9-11=0l3267 WEBS 3-13=-384/129,413=0/993,513=-983/109,5-12=0/253,6-12=0/253,6-11=983/109, 7-11=0/993,8-11=-38M130 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;caMilever left and right exposed;end v�rtical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates uniess othervvise indipted. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 6)'This truss has been designed for a live ioad of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-QO wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. 7)Provide mechanical connedion(by others)of truss to beari�g plate capable of withstanding 77 Ib uplift at jant 2 and 77 Ib uplik at joint 9. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and 2ferenced ��'US��„�,r� standard ANSI/TPI 1. � 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �, (,ti� 10)Graphical purlin representation does not depict the size or the orienTation of the purlin along the top andlor bottom chord. p � LOAD CASE(5) Standard � � ��°` °��t1►L�,a April 5,2013 � � WARNING-Veriy desipn peremeters entl read rwtes on Mis Truss Design Drawing end induded DW Reference Sheet(rov.03-7 7')beforo use.Design � velid for use wiM MiTdc connector pletes ony.This design is beseO a�ly upon perameters shown,arM is fa en IrWividuel buildig componmt.Applkability , i of desiqn peramelers and proper incorporation�Me componeM is responsibAily of buildirq desiqner a owner of the trusses and'mstaper.Leleral restreiM ! designetions shown on irWividuel web aM dwrd members ere for oompression budclirg ony,rrot forbuiWiny stebiliry brecing.Additbnal tampaary restrainU ( diagonel brad�p M insure stebilily durirp construdion is the�esponsibilily of Me instalkr.Additbnal portneneM buiWi�stebilily brecinp of Me ovareN struduro i is tha responsiWNy of the building designer a amer of Me husses.For genad puider�ce regerdinp desfgn ros{wnsibflities,tebricetiai,quality control,storage, delivery,erodion,lateral restreint end diagonel bradng,consutt ANSUfPI 1,0.S&89 arW BCSI(Butldirg Cornponent Sefeiy Intortnetion)evaileble trom � SBCAetwww.sbCindu .com. ��C JOb NSS N55 �/pE Qly NHD 8641 J Plen 16586354-� B1303463 A07 Califomie Truss 1 1 Job Reference(ootionall ProBwid ArFrgton,AAington,WA 98?23.List] 7250 s Aug 25 2017 MiTek Industries,Inc.Thu Apr 04 16:0939 2013 Peqe 1 ID:DRaeu_LZAdFftSLdYSeXLzU61G-ZEFoWhOffHkwdZRkC_xGy?sT7y9L7m�QpFINUzU2Ng �-1-fr� 6-7-5 I '12-&3 1 2 20-0-0 F 26-&14 27�3-13 334-11 40.P-0 `�4-s-o 1$0 fr7-5 6-Q13 5 68-14 6&14 5 6A-13 6-7-5 1-8-0� Scale=1:73.1 5x10 � 2x4 �I 5x10� 4 5 6 6.00 12 2x4\� y�4�/ 3 7 v � � 2 8 �It 9 I� 5x8= 12 13 14 �� 15 76 10 d 5u8 = 3x4- 5x10= 3x4= 9�0-0 &0-0 ias-a 2ao-o zss-�2 ao-a o �as-a 4rs�z � io-� Pl�te Offsets(X Y) [2'Q1-12 Edaej,j4'0-4-0 0.2-8] [6 0-4-0 0-2-5],j8 a1-12 EdaeJ,j11'0-5-0 0-3-4j LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.92 Vert(LL) -0.55 11-12 >862 240 MT20 185H48 TCDL 10.0 Lumber lncrease 1.15 BC 0.82 Vert(TL) -0.92 11-12 >515 180 BCLI 0.0 ' Rep Stress Incr Yes WB 0.56 Horz(TL) 0.25 8 Na n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) WeigM:157 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied,except T2:2 X 4 HF 1650F 1.5E 2-0-0 oc purlins(2-2-0 max.):4-6. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Std'Except' W3:2 X 4 HF No2 REACTIONS (Ib/size) 2=2188/0-5-8 (min.0-3-10),8=2188/0-5-8 (min.0-3-10) Max Horz2=70(LC 5} Max UpIifY1=-82(LC 5),8=-82(LC 6) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3910/80,3-4=3512/62,45=-3347/42,5-6=3347/42,6-7=3512/62,7-8=3910/SO BOT CHORD 2-12=-51/3370,12-13=0l2822,13-14=0/2822,11-14=0/2822,11-15=0/2822, 15-16=0/2822,10-16=0l2822,8-10=0/3370 WEBS 3-12=-450/137,412=0/611,411=-67/586,S11=G53/133,611=-67/886,Cr10=0/611, 7-10=-450/137 NOTES 7)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)Provide adequate drainage to prevent water ponding. 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 36-0 tall by 2-0-0 wide witl fit between the bottom chord and any other members,with BCD�=B.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 82 Ib uplift at joint 2 and 82 Ib uplift at joint 8. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sec:tions R502.11.1 and R802.10.2 and refererx�d scandard ANSiRPi�. 1U5�� b,�, 8)"Semi-rigid pitchtxeaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��` a�Q� �',� 9)Graphical purlin representation does not depict the size or the orientation of the purlin abng ihe top and/or bottom chord. �, 4, Gi� � LOAD CASE�S) Standard ��Z• �� Q�� ,��.� April 5,2013 A WARNING-Ve�fly design parameters entl read notes on this Truss Desipn Drawing end intlutled prJ Reference Sheet(rov.0311�before use.Desipn vaAd fa use wNh MTdc co�nedor pletes onty.This desiyn is Desed ony upon parameters shrnm,arni is for an intlividual buGding cortporreM.Applicebilily o(dasipn parameters end poper incorporetion ot ihe componenl is�esponsibility of buildirq designer or owner of the trusses and jnsteper. Leteral restraint , designefians stawn on individual web a�d chord members are far cortpression buckl'pg oMy,rrot forbuiWiny stebiliry bracing.Additionel temporery resheinV dieqaial braang fo insure stebility during conshuction is ihe responsibility d ihe insieller.Additionel pertnenent buildinp stebilily bracirp of the overall sVUduro is the responsibility of the building designer or owner of the Wsses.For general guidenoe repardiny desfgn rosponsiWlities,fabricetion,quelily coMrol,sloraga, delivery,erection,laterel restreinl and diego�el bradng,consuft ANSVTPI 1,DSB-89�f BCSI(BUilding ComponeM Setely Informalion)evailebk hom �yL.��u�uC SBCA et www.sbcindu .com. /F7V /� O fUSS fU55 ypB NHD 8641 J Plen 16586355 81303A63 A08 Califomia Truu 1 1 Job Reference o tional PraBUild AAington,Arlinglon,WA 98223,LiM] 7250 s Aug 25 2011 MiTek Industries,Inc.Thu Apr 04 16:09:39 2013 Pege 1 ID:DRaeu LZAaFIt8LdY5eXLzU61GZEFoWhOffHkwdZRkC_xGy?sXay8u7mE�b0�pFINUZU2Ng � �-a$°�-0 �� v-o-a �� zo.aa � zsa-�a 5.,�-ns zz-s-�� ,� ao-o-o "-Yf1T� 18-0 7-35 8-8-13 0815 5-1-11 SM11 1 8-8-13 7-3-5 1-8-0 Scale=1:73.1 5x10 i 2x4 I I 5x10� 4 5 6 6.00 12 2x4\� Dc4 �/ 3 � � � �Ii 2 2xa I I 2xa I I 8 9 I�� 0 5x8= 12 19 20 » 21 72 10 5x8= o 4x4 = 2x4 II 2x4 II 5xW— 4x4- �0 ixsa zo-o-a �'0 �oa� �-i�o s.o-o o- za-s sa.�z io-a-e Plate Offsets(X.Y): f2:0-1-11.Edge1.�4:0-4-O.a2-81,f6:0-4-0,0-2-81.(8:0-1-12.Edgel.f11:0-5-O.a3-41 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L1d PLATES GRIP TCLL 30.0 Plates�ncrease 1.15 TC 0.70 Vert(LL) -0.67 10-11 >713 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.85 Vert(TL) -0.94 10-11 >507 180 BC�L 0.0 * Rep Stress Incx Yes VNB 0.54 Horz(TL) 025 8 n/a n/a BCDL 8.0 Code IRC2009IfP12007 (Matrix) Weight:170 Ib FT=20% IUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E•Except* TOP CHORD SVUCtural wood sheathing directly appiied or 2-2-0 oc purlins,except T2:2 X 4 HF No.2 2-0-0 oc purlins(2-&11 max.):4-S. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly appiied or 2-2-0 oc braang. WEBS 2 X 4 HF No2'Eucept` W1,W5,W4:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2174/0-5-8 (min.0-�9),8=2192/0.�8 (min.0-3-10) Max Ho22=-76(LC 6) Max UpIifY1-14(LC 5),8=-44(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-Alt forces 250(Ib)or less except when shown. TOP CHORD 2-3=3855/0,3-4=3481l0,45=-3021/0,5-6=3021/0,6-7=3535/0,7-8=-3908/0 BOT CHORD 2-12=0/3318,12-19=012666,19-20=0/2666,11-20=0/2666,11-21=012688,21-22=0/2688, 10-22=0l2688,8-10=0l3363 WEBS 3-12=511l157,412=0/699,411=-30l755,�11=-525/109,fr11=0/721,fr10=-31l754, 7-10=-505/150 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;cantile�er left and�ght exposed;end vertical left and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 3)120.OIb AC unit load placed on the bottom chord,1�0-8 from left end,supported at two points,s-ao aPart. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live bad nonco�current with any other iive loads. 6)•This truss has been designed fw a live load of 20.Opsf on the bottom chord in all areas where a rectangle�E'r0 Tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 7)Provide mechanical connedion(by others)of truss to bearing plate qpable of withstanding 141b uplift at joint 2 and 441b uplift at jant 8. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced 1��H D,�,{. standard ANSIlfPI 1. 4�� O�a] 1'�.� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaysis and design of this truss. (,.� 10)Graphical purlin representation does not depict the size or the orientation of the puhin along the top and/or bottom chord. p � LOAD CASE(S) Standard ' � � �� v��'o Apri15,2013 � WARNING-Veriry design paremeters end read nates on Mis Truss Design Drawing ntl indutled OrJ Rehrorroe Sheet(rev.0311�before use.Design � velid for use wIM MiTek connector pletes ordy.Ttds design is basetl only upon peremeters shw�m,end is for en individual buiWing canponent Applicebility � , � of design peremeters end proper incaporetion of Ma component is responsibAity ot building desiynr a ownx of Ihe Wsses antl insteller. Laterel restraint designations shown on intliWdual web aM chord members e'e for compression buckling ordy,not forbuil6ng slabilit�r bracing.Additionel temparery restrdnU diaponal bredrg M inwre sfebilily Aunng consWCtion is the responsibilily ot the instalkr.Add�tionel parmenent build'mg stebiltty braang of the overap strucWre � is fhe rasponsiWliy of the building designer a owner of ihe trusses.For genarel guidance regardin9 tlesipn responsidlities.fabricetion.qua6ry control.storega, tlelivary,ued'an,laterel reslraint and diegonal bredng,consuH ANSVTPI 1,DSB-�arM BC31(BuiWirg Component SeTety Infortnetion)eveileble hom �s/�Yl��f n�uC SBCAetwww.sbcindu .com. vV/f�>vi ob russ russ ype ty Ply NHD 8641 J Pien 16586356�'� 61303463 A09 Celitomie Truss 1 1 � Job Reference(optionaD ProBuild ArRngton,Arlirpton.WA 98223.List] 7250 s Au 25 2011 MiTek Industries.Inc.Thu g Apr 04 16:D9:40 2013 Pege t ID:DRaeu LZAdFIt8LdY5eXLzU61G-1RpBj071EbsnFjOwIh3WCOdxLUusF�p4,1pcT��IvwzU2Nf �-�� _t�s 20.0-0 � 2a.ata za�7.ta a2-0-ii � aao-o s I°� �ao �-�i-s 7-a-ta t a-au �-o-��-0 4 o�i� �+�s �-n-s �-s.a Swle=1:73.1 5x10% 2x4 II 5x10� 4 5 6 6.00 12 2x4\� 2x4 �/ 3 � v � �I� 2 2x4 I I 2x4 I I 8 9 ,� d Id 5x8 — 12 19 20 » 21 22 10 5x8 = 4x4 = 2x4 I I 2x4 I I 4x4= 5x10— s-ao y.� �sse zoo-0 _ �oa-o a�-0 a.a so-o aa z-i+ s-ais � s Piate offsecs�C v1 C2 ai-��Ed� ra�o-a-o a2-s��s o-a-o o-2-sy�s�a�-�2 Edqg� r��o-s-o as-a� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 30.0 Plateslncrease 1.15 TC 0.98 Vert(LL) -0.69 10-11 >684 240 MT20 185l148 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.95 10-11 >498 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.44 Horz(TL) 024 8 n/a Na BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:174 ib FT=20% IUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E`Except` TOP CHORD Structural wood sheathing directly applied,except T2:2 X 4 HF No2 2-0-0 oc purlins(32-5 max.):4-6. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc braang. WEBS 2 X 4 HF No.2'Except` W1,W4:2 X 4 HF Stud/Std REACTIONS (Iblsize) 2=2184/a-5-8 (min.0-3-10j,8=2200/0.5-8 (min.0-3-10) Mau Hoa2=81(LC 5) Max Uplifl2=-20(LC 5),8=-50(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3856/0,3-4=3533/0,45=-2769/0,5-6=-2769/0,67=-3584/36,�-8=3907/8 BOT CHORD 2-12=0/3312,12-19=0/2556,19-20=0/2556,11-20=0/2556,11-21=0/2571,21-22=0/2571, 10-22=0/2571,8-1 0=0133 56 WEBS 3-12=-565/169,4-12=0/854,411=-19l645,5-11=-387/82,6-11=0/615,6-10=-64/910, 7-10=-560/163 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;qntilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DO1=1.33 3)120.OIb AC unit load placed on the bottom chord,15-0-8 from left end,supported at iwo points,5-0-0 apart. 4)Provide adequate drainage to prevent water ponding. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live foads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members,with BCDL=S.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of wfthstanding 20 Ib uplrft at joint 2 and 50 Ib uplift at jant S. 8)This Uuss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced SUS�H f��„�, standard ANSIlfPI 1. ��a �'� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � {�� "P 10)Graphical purlin representation does not depict the size or the orienfation of the puriin along the top and/or bottom chord. � p a! x LOAD CASE(S) Standard � � �� °��tvu.�,o April 5,2013 � WARNING-Verify design perameters erW reed rates on Mis Truss Dasign Dravving arM indudfld DW Rekrence Sheet(rev.0311�bafore use.Design valid for use vWTh M7Ek conrrector pktes oMy.This daign is besed only�on pa�ameters shown,and is fa en individual budd'ag oomponeM.Applicability , of tlesiqn peremeters anA proper ir�corporation of the compon�t is�esponsibtlity of buildvq tlesigner w wmer of the trusses end instaAer. Lffierai restraint desiynations shown on intlNiduai web end ctwrd members are for compression budcling oNy,not forbuilding stahilily brscing.Additiond temporary restreinU diegonal bracing to inwre stnbiltty during consWrlion is th�responsibilily of Me insfalkr.Additionel pertna�eM building stabilily Maar�g W Me overatl sirudure is Me responsibilily of the building designer or owner of the Wsses.For yenerel guidence repaMing desipn resporeibilities,febricetion,quafity control,storage, delivery,xepion,leteral reslraint and tliagonal bradng,mnsutt ANSI/TPI 1,DS&B9 and BG41(BuBding Compa�eni Setety Intormetion)availeble from ��/Q��2(LC SBCAatwww.sbandu .com. /l�7V W o rUSS russ ype y NHD 8641 J Plan 16586357 B1303463 A10 CAL HIP � � 2 �pp Reference O GOf181 ProBuild Adington,Adington,WA 98223,List] 7250 5 Aua 25 2011 MiTek Industries,Inc.Thu Apr 04 16:09:41 2013 Pa9�1 &0-0 ID:DRaeu LZAciFIt8LdY5eXLZU6IG-WdNZxM2w_v_estbBJOzkl4xualtVWa,�UrjksRNzU2Ne I-1-6-�� 411-7 9�}10 9�11ry2 16�6-1 23-St5 { 30-o-14 3� 35-o-15 44Q-0 ''`�y-e-o 1-6-0 471-1 4-4-9 7- 6-6-15 6-11-14 6-6-15 0.'7-8 4-4-9 4� 11-1 1-6-0� Scale=1:73.1 5x8 i 6xG= 3u6= 6x6= 5x8� 6.00 12 4 5 6 7 8 2x4\� 2x4�/ 3 9 d � 2 10 �1 11 I� 4�= 16 15 17 �q 13 12 4x6= 4x4= 10x10 = Bx8 = 10x10= 4x4= 9-0-0 9'0-0 &64 7-0.5 14-0-0 14q-12 20.6-0 26-0-0 32-11-it 4o-0-0 � � 7-0-5 61111 0-0-12 5-11-4 fr0-0 6-1111 7-0-5 Piace off�a.vr ra:as-a.a2-s� re:as-a.o-2-at.r�a:o-4-0.o-4-a� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefi Ud PLATES GRIP TCLL 30.0 Plateslncrease 1.15 TC 0.60 Vert(LL) -0.08 14-15 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.65 Vert(TL) -0.15 14-15 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.87 Ho2(TL) 0.02 14 Na n/a BCDL 8.0 Code IRC2009/TPI2007 (Mffinx) Weight:393 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,except BOT CHORD 2 X 6 DF No.2 2-QO ac purlins(60-0 max.):48. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly appiied or 6-0-0 oc bradng. REACTIONS (Ib/size) 2=1602/0-5-5 (min.0-1-8),14=63&4/4-5-8 (min.0-5-4),10=603l0-5-S (mi�.0-1-8) Max Horz2=-57(LC 6) Max Up1ifY2=-123(LC 5),14=-299(LC 4),10=-67(LC 6) Max Grav2=1636(LC 9),14=6384(LC 1),10=637(LC 10) FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2790/151,3-4=2538/148,45=2543/189,5-6=30/1897,Cr7=-30/1897, 7-8=-41/741,8-9=-432J101,9-10=-692J44 BOT CHORD 2-16=-117/2405,15-16=-94/2096,15-17=-80/932,14-17=-80/932,13-14=998l142, 10-12=22/540 WEBS 3-16=-301/97,416=0/278,4-15=98/800,5-15=144/3428,5-14=-4509/273, 7-14=-1495/82,7-13=0/667,8-13=-1021/64,&12=0/458,9-12=331/98 NOTES 1)2-ply truss to be connected together with 1 Od(0.131"x3")nails as foilows: Top chords conneded as fdlows:2 X 4-1 row at 0.9-0 oc. Bottom chords connected as folbws:2 X 6-2 rows at 0-4-0 oc. Webs conneded as follows:2 X 4-1 row at a9-0 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.Pty to ply connections have been provided to distribute oniy loads noted as(F)or(B),uniess otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)VYnd:ASCE 7-05;85mph;TCDL�.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;encbsed;MWFRS(law-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. S�H O 6)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. � ��.r 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 2-0-0 wide will 4�� Q�jp$� �� fd between the bottom chorcl and any other members. {,� 8)Provide mechanical conneciion(by others)of trvss to bearing plate qpable of withstanding 123 Ib uplift at joint 2,299 Ib uplift at joitrt 14 p and 67 Ib uplift atjoint 10. "L 9)This Uuss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity rrwdel was used in the analysis and design of this truss. � dadl�nC�lS��4�P«��tion does not depict the size or the orientation of the puriin along the top and/or bottom chord. �lO � � �d*a�w,,�o April 5,2013 � � WARNING-.Verify design paremelars end raed rrotes on this Truss Design Drswing�C induded DrJ Refuer�ce Sheet(rev.0311�befwe use.Design I velid fa usa wiCi MiTek mnnector pletes onty.This design is based any upon parartalers shown.arM is fw en indi�riduel buiWing componmt.Applicebility , oT desiqn peremeMrs end proper incorporation of the mmponont is responsibtlity of building designer a owne�of the trusses and installer. Leteral restraiM desipnetions shown on individual web and eFard members ere for comp2ssion budUing aiy,not forbuildinp sUbility bracinp.Atlditbnel temporary restreiMl jdiagonel bredny to fnwm stabiliry durirg construction is Me responsidRty of the InsteNer.Addilionel pertnaneM buikliny stebiltty W�ing of the overaA strudure is tha Bsponsibilily ot the builtlirp desigrror or owner of the trussas.For yeneral pui�nce rcgerding design responsibiHties,febricatia�,QueNty control.s[orsge. delivery,erection,latorel reslreint and diaponai b�dnp,consuB ANSUTPI 1,DSB-89 end BCSI(B�Bding Component Sefely Intormedon)evaileble from AA��iI n�UC 38CAetwwwshanEu .com. f►V/F7Vi. Joh russ russ ype Qty ly NHD 8641 J Plen 16586357 B1303463 A10 CAL HIP � Z ��Reference 60f181 ProBuild Arlington,Arlirgton,WA 98223,List] 7250 s Aug 25 2011 MTek Industries,Inc.Thu Apr 04 16:09:41 2013 Page 2 ID:DRaeu_LZAciFItBLdY5eXLzU61 G-WdNZxM2w_v_estb6JOzk1 QxualtWbaaur7ksRNzU2Ne NOTES 12)Hanger(s)or other connection device(s)shatl be provided sufficient to support concentrated load(s)2416 Ib down and 149 Ib up at 14-0-12 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular.Lumber Increase=1.15,Plate Increas�1.15 Un'rform Loads(piQ Vert 1-4=80,48=80,8-11=80,2-17=16,1417=-436(F=-420),10-14=16 Concentrated�oads(Ib) Vert 15=2416(F) Q WARNING-Yertry desig�perameters antl read rates on ihis Truss Design Drawing enC intlutletl DW Referer�ce Sheet(rev.0&11�be(ore usa.Design veYd for use wRh MTek connector pletes only.This desipn is b�ed onry upon peramaters stwum,and is for en individuel buiWkip cortponent Appiicebilily ot desipi peramekvs end proper irworporetion of fhe component is responsib�ity of buiMinp desipnd a owner oi the Wsses and insleNer. Laterel reslreiM , designalians sFwxm on individuel web and chord members ere for trortipression bucklirg ordy,not fabu�Brq stadlity brecinq.Addition�temporary restreiMl diegonel Wecirg M i�wro stebilily during coratruction is the rasponsibility of the instelkr.Additional permenent builtling slebility braang of the ovorall sWCture is Me responsiWiily of the buildiny designer a owner of 1M Wssos.For generel guidence feymdiny design rasporsibilities,fabrication,quelity control,storape, delivery,ered'wn,Iffieral restraint end diagonel braang,consutt ANSIRPI 1,OSB-89 and BCSI(BuGding Component Safaty Information)availeble from ��na�LLC SBCAatwww.sbandu .com. Job Truss Truss Type Qty Ply NHD 8641 J Plen 16586358 B7303463 AN CAL HIP 1 1 ProBuiW Arlinglon,Arlington,WA 98223 7250 s Mey 11 2011 MiTek Induskies,inc. FA Apr 05 11:21:47 2013 Pege 1 ID:DRaeu_LZAaFItSLdYSeXLzU61 CrJ3NTBLt ijOCllt?LqqT4eSwy_sR3u6nelmgiejzTnVY -1-6-0 5-7-1 10.103 17 2 16-11� 23-0-10 28-8-14 291 13 34-4-1 4 -0-0 1�-0 1�-0 5-7-1 5�-2 0 -5 5-8-4 6-13 5-8-0 0 5 5�3-2 5-7-1 1�A Scale=t:70.7 7x10 MT18H = 7x10 MT18H— 6x8= 6� _ 4 5 6 6.00 12 2x4 � 2x4 i 3 5-1 12 6-1 11 8 13 7 °� � Z 9 1 �, ,o� 14 �3 15 16 6x10 = 5x6= 5� — 8x10 = 12 17 18 11 8� _ Bx8 = 6x10 = 10.10� 20-0-0 i 29-1-13 40-0-0 ' 10.103 9-1-13 9-1-13 10.10.3 Plate ORsets(X Y): [2:0.7-11,Edge][2:0.1-11 Edge],(4:0.5-0 0.1-4)p:0.5-0 0.1-4][9:0-7-11,Edge] [9_�-1-11 Edge] [12:0.5-0 0.34] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plates lnaease 1.15 TC 0.90 Vert(LL) -027 9-11 >484 240 MT20 185/148 TCDL 10A Lumber Increase 1.15 BC 0.89 Vert(TL) -0.61 9-11 >214 780 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr Yes WB 0.85 Horz(TL) 020 9 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:163 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD StruMural wood sheathing directty applied,except BOT CHORD 2 X 4 HF 1650F 1.5E 2-0-0 oc puAins(2-2-0 max.):4-7. WEBS 2 X 4 HF Stud/Std'6ccepY 80T CHORD Rigid ceiling direaty applied. 5-13,6-1 t:2 X 4 HF No2 WEBS 1 Row at midpt 5-13,5-12,6-12,6-11 WEDGE LeR:2 X 6 DF No.2,Right:2 X 6 DF No.2 REACTIONS All bearings 20-0-0 exoept(jt=length)2=0-6-2(input:05-8). (Ib)- Max Hoa 2=-1304(LC 17) Max Uplift All uplift t001b w less atjoint(s)except 2=-2853(LC 15),12=-881(LC 14),11=-1204(LC 18), 9=-873(LC 18) Max Grav All reactions 250 ib or less at jdnt(s)except 2=3722(LC 27),12=2721(LC 25),12=1848(LC�), 11=2235(LC 26),9=1299(LC 26) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less eucept when shown. TOP CHORD 2�3=-7215/5964,3�4=-5355/4564,45=-3271/2694,5-6=3407/4018,67=-2763f3080,7�=-1376/1813, 8-9=-2131/1822 BOT CHORD 2-14=-4053l5064,1314=-5158l6169,13-15=-3349/3430,15-16=-3349/3430,'12-16=-3349f3430, 12-17=25412328.17-18=-2541/2328,11-18=2541/2328,9-11=1592/1828 WEBS 3-13=-743/380,413=-1381l1313,5-13=2086/2902,5-12=2789/1661,Cr12=-1329(740,611=975/960, 7-11=1150/&55.&11=-588/146 NOTES 1)Unbalanced roof lire loads have been considered for ihis tlesign. 2)Wind:ASCE 7-05;85mph;TCDL�.Opsf;BCDL=4.Bpsf;h=25R;Cat.II;6cp B;eadosetl;MWFRS Qow-nse)gable end zone;cantilever�eft arW right enposed; en0 vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This Wss has been designed tor a 10.0 psf botlom chord live load nonconwrrent with any other live loads. 6)'This truss has been designed Tor a live load of 20.Opd on the bottom chord in all areas where a redangle 3-6-0 tall by 2-0-0 wide will fit between fhe bottom chord and any other members,with BCDL=B.Opsf. 7)WARNING:Required bearing size at jant(s)2 greater than input bearing size. USQ,}�N Q 8)Provide mechanical conneGion(by others)of Wss to beanng plffie capaWe of wtthstanding 2853 Ib uplift at joint 2,881 Ib uplift at joint 12,1204 Ib upiifl at joint 11 � �.�'� and 873 Ib uplift at joint 9. �� O�Q'l1l$fJr,. .�G..+A 9)This Wss is tlesigned in accordance with the 2009 Intematlonal Residential Code sec6ons R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4,�� -�y(�+� �I� 10)This truss has been designed for a total dreg load of 260 plf.Lumber DOL=(1.33)Plate grip DOL=(1.33) Conned truss to resist drag loads alang bottom chord � from 0.1�1 to 1-1-4 for 10400.0 plf. 11)"Semi-rigid pilchbreaks with fixed heels"Member end fi�city model was used in the analysis antl design of this Vuss. � 12)Graphical puAin represenfation dces not depid the size or the orientatlon of the puAin along the top and/or bottom chord. LOAD CASE(S) Standard � � ��; ��vt►�.�'o April 5,2013 � WARNING-Yertty design paremeters end read rqtes on Mis Tnrss Dasiyn Orawi�g end induded DU Reterence Sheet(rev.0311')betore ux.Design � velid tor use with M?dc conneGOr pietes oMy.This dasign is based only upon perameters shawn,and is fa en individuel buiWing component Applicebiliry , j of tlesiqn perameters and proper incaporetion of the component is responsibiliry of buildirg designa m owner of the trusses end insteier.Leteral restreiM � designations shown on indivldual web end chord memCers ere(or canprassion budcliny only.rwt fatwlMiry staW6ty breciny.AddWOnal temporery restraiM! diagonel braarq to Inwre stebility during coraWCUon is the responsibility of the insfeller.Addttional pertnenent buiWv�g stebiliy bredrp of the overa8 strudure � is the re�onsi6ilily of the buildirg designer a ownu of tl�e trusses.For general guidence regerding desipn responsibilides,fabriudon.Quatlly control.atorege. � SBCA et www.sbci du��comM end diagonel Wadng,consutt ANSI/TPI 1,OSB-�end BCSI(BuRdirq ComponeM Setety Iniortnetion)avaikble ttom MYQ/�/�Nd�LC ViIINVWf Y Job russ russ ype Qty ly NHD 8841 J Plen 16586359�' 81303483 Al2 CAL HIP 1 1 Job Reference(optionaD ProBuiW Ar6rplan.Arlirgton,WA 98223.LisQ 7250 5 Auy 25 2011 MTek In�stries.Inc.Thu Apr 04 16:09:M 2013 Page 1 ID:DRaeu_LZAciFIt8LdY5eXLzU61 GwC3hZ04oHqNCjKKh_XWRf2ZQtrrioOF�CZ(QyW1hzU2Nb -1-� 631 11-11-10 1 �- 17-4-12 22-7-4 27-414 2 33-&15 40-0-0 ""'Y-6-0 t-6-0 fr3-1 5-&9 0.7- 49-10 52-9 4&10 7 5-8-9 6-3-1 1-6-0 Scale=1:74.3 5X6� 3x4— 3x4— 5� � 4 5 6 6.00 12 2x4\� y�q�/ 3 8 � � � 2 9 � �1 10I� d 5x8= 13 14 i5 12 16 17 71 5�_ d 3x8= 5xt2 = 3x8= &0-4 30-0 — - - �o-3-a zaao zs-a�z aaao +aaa ' ae-�2 ��2 ia�-a Plate Offsets(X.Y): f2:0-1-11.Edaej.(9:0-1-11.Edgg].[12:0-60 0-3-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PIATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.53 Vert(LL) -0.52 12-13 >920 240 MT20 185l148 TCDL 10.0 Lumber Increase 1.15 BC 0.94 Vert(TL) -0.91 12-13 >519 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.56 Horz(TL) 027 9 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:164 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E'Except* TOP CHORD Structural wood sheathing direcUy applied or 2-11�oc purlins,except T2:2 X 4 HF No2 2-40 oc purlins(2-8-11 max.):4-7. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direcUy applied or 2-2-0 oc breang. WEBS 2 X 4 HF Stud/Std'Except• WEBS 1 Row at midpt 5-13,6-11 W3:2 X 4 HF No2 REACTIONS (IWsize) 2=2171/Q5-8 (min.0-3-9),9=2171/0-58 (min.Q39) Max Horz2=�7(LC 6) Max Uplifl2=-81(LC 5),9=-81(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3886/80,34=3500/52,45=2692/87,5-6=3476/31,6-7=2692/87,7-8=3500/52, 8-9=-3886/80 BOT CHORD 2-13=-51/3355,13-14=0/3399,14-15=0/3399,12-15=0/3399,12-16=0/3399, 16-17=0l3399,11-17=0/3399,9-11=0/3355 WEBS 3-13=-385/135,413=0/1094,5-13=1118/94,5-12=0/311,Cr12=0/311,6-11=1118/94, 7-11=0/1094,8-11=-385/135 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-nse)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 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 alI areas where a rectangle 3-GO tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 81 Ib uplift at joint 2 and 81 Ib uptift at jant 9. 7)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)2. �US�H b�x 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � {p �' standard ANSIlTPI 1. �,'S. �(7� G,�� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixiiy model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. � �� 11)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard a �►� � `�' ��,o April 5,2013 Q WARNING-VarHy design parameters and read rwtes on tt�is Truss Design Drawing arW induded DrJ Reteronce Sheat(rev.0}71�before use.Desiqn veliA tor use wHh MiTek co�nedor plates on�y.This design is besed oMy�pon parameters shawn,end is fa en individual build' ot desiqn perameters and proper irxorporetion M fhe component is responsibiily ot buddi �O0�°^0M.AppNcebility , de' netions shown on individual web erM chortl members are tor dinp designer a owner of llie trusses and insteUer. Leleral restralM �9 cortpression budclirp ony,not fabuildirp stebilily braciny.Adtlition�tempwary restr�nf/ diayonel bracing to inwre slebility during construction is tlre responsiWlity of tl�inslella.Additionel partnanent buiMing stability bracirp of fhe overeN sUucWro is the rosponsibiliry of the building designer a owner of ihe trusses.Fw generel guidance regerding design responsidlNles,febrication,qua6ty cantrol,storege, delivery,aredion,laterel restraint and diagonal breang,consutt ANSVTPI 1,DSB-89 and BC51(BUilding Component SafeH Infomiedon)availebb from /y�yt.i��Y�LLC SBCAatwww.sbGrMu .com. W/NY /f o nlss fU55 yp2 NHD 8641 J Plen 16586360 B1303463 A13 CAL HIP 1 1 Job Reference tional ProBuild AAington,Arlington,WA 98223,List] 7.250 s Aug 25 2f111 MiTek Industries,Inc.Thu Apr 04 16:09:45 2013 Pege 1 ID:DRaeu_LZAdFIt8LdY5eXLzU61G-OOd4nk5Q27V3LUvtYE1gCG6aqMCeXTY„�Jp�ki3a8zU2Na -t-s�°"4 s-»-� ��-�-�o � ��z zao-o zs-o-�a 2 330.15 aao-o '"'44-s-o �-s�o s��-� s-as � s-o-�a s-aia a� s-as s-i�-i �-s-o Scale=1:74.3 5x10 i 2x4 I� 5x10� 4 5 6 6.00 12 2x4\� y�4// 3 � v O ri 2 8 °c'r �1 9 I� d 5�_ 12 13 74 �� 15 16 10 �= d 4� 5x10= 4x4= 9-0-4 g.p.p ia�-s zao-o zs-e-�z ao-o.o �o-ss s�-�z e-s-u iass aiate orrsecs a.Yr r2:o-�-�2.Ea9et fa:a�-i2.a2-at rs:a�-�2.a2-s�.ta:a�-i2.Ed�y jii:as-o.as-ai LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.58 Vert(LL) -0.53 11-12 >888 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.87 11-12 >544 180 BCLL 0.0 • Rep Stress ina Yes WB 0.55 Horz(TL) 025 S n/a n/a BCDL 8.0 Code IRC2009lTP12007 (Matrix) Weight:1581b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied w 2-2-0 oc purtins,except BOT CHORD 2 X 4 HF No2 2-0-0 oc purlins(33-1 max.):46. WEBS 2 X 4 HF Stud/Std'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. W3:2X4HFNo.2 REACTIONS (Ib/size) 2=2196/0-5-8 (min.0-�10),8=2196/0-5-8 (min.0-3-10) Max Horz2=73(LC 6) Max Upiifl2=-86(LC 5),8=-86(LC 6) FORCES (�b)-Max.Comp.iMax.Ten.-Atl forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3920/88,3-4=-3517lI5,45=3200l51,5-6=3200/51,6-7=3517/75,7-8=3920/88 BOT CHORD 2-12=58/3377,12-13=0/2770,13-14=0l2770,11-14=0/2770,11-15=0/2770, 15-16=0/2770,10-16=0l2770,&10=0/3377 WEBS 3-12=-484l144,412=0l661,411=58/807,5-11=589/121,6-11=58/807,6-10=0l661, 7-10=-484/144 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Eup B;enclosed;MWFRS(low-rise)gable end zone;cantiiever left and right exposed;end vertical left and right exposed;Lumber DOL=1_33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This tniss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ioads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3fi-0 tall by 2-0-0 wide wili fit between the bottom chord and any other members,with BCDL=B.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 86 ib uplift at joint 2 and 86 ib uplift at joint 8. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)2. 8}This truss is designed'm acoordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��US�H '�l',�.T 9)"Semi-rigid pitchbreaks with fuced heels"Member end fixity modei was used in the analysis and design of this truss. �� j,, � 10)Graphicai puhin representation dces not depict the size or the orientation of the purtin along the top and/or bottom chord. _��{,+ 11)Gap beiween inside of top chord bearing and first diagonal or vertical web shail not exceed 0.500in. �'p � LOAD CASE(S) Standard " � �� 0��Ot April 5,2013 � A WARN WG-Veriry design paremelers erM read rrotes on fhis Truss Design Drawiry and induded DW Rateronce Sheet{mv.03-11�before we.Design � velid for use with MTek mnnector pletes oMy.This desiyn is besed only upon perameten shown,and is fa en ind'mdual build'mg componeM.Applicebility , i of desiyn perameters end proper incoryoration M the componant is responsibBity of building desiyner a owner of the 4usses and instaNer. Leterel reslrairN dasiynelions shown on individuel web and ctrord mernbers ere for wrnpression budclirg ony.iwt forbuildinp sfebility bredng.AddNionel temporery restreinU diagonel brodrp to inwro slebility durirg construction is�e raspo�sibility of ttro insfeller.Ad6tbnal pem�anent buiWiny sTebility bredng oi IM overeq slruduro is the rcsponsibiflly of the huildirq designa a owner of the trusses.For generel guidence regmliny design responsiWlNies,febrication.9ueMy contrd,storepe. j dalivery,erection,leteral resheint end diagonal braang,mnsutt ANSUTPI 1,DS&89 end BCSI(Buddiny ComponeM Setety InMrmelion)eveileble from MY!/1Ln�uC SBCA at wwYV.abcindu .00m. VV/f�7V JOb N55 fU55 y{le (Y Ply NHD 8641 J Plen ' 16586361 , 01303C63 A14 CAl HIP 1 � Job Reference(optional) ProBuild Arfington,Arlirqlm,WA 98223,list] 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Apr 04 16:09:46 2013 Pape 1 ID:DRaeu_LZAciFlt8ldY5eXLzU61 GsbAS_462pRdwzeU46y2vkTehcmXPGx?d?ORd6azU2NZ 1=L-B$� -- �ea-�a isaP zao.n � za.�u sua ��s�s � �uno .e.o 1$-0 7-7-1 7-0-8 7 4-8-14 4-8-14 0-7 7�9 7-74 1b-0� Scale=1:74.3 5x10 � 2x4 II 5x10� 4 5 6 6.00 12 2x4 \� 2x4 �/ 3 7 c ab � �� z II II 8 9 Id � d 5x8= 12 19 20 �� 21 22 10 �8— o 4x4= 2x4 I I 2x4 I I 4x4- 5x10 = �-�+ sao �z-sa zo.o-o +o�a� s.a� s-o-o a-a z.�• a-e-i �o-3-a Piate orrse��x=v�_�:a�-i�.Ed�i.ra:o-a-o.a2-a�_�s:o-n-o.a2-ey�s:a�-�2.Edy�.ri�:a�-o,a3-al LOAD�NG(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.68 10.11 >695 240 MT20 185/748 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.95 10.11 >501 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.48 Horz(TL) 025 8 Na n/a BCDL 8.0 Code IRC2009IfP12007 (Matrix) Weight:172 ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1_5E`Except' TOP CHORD Structural wood sheathing directly applied,except T2:2 X 4 HF No.2 2-0-0 oc purlins(2-11-5 max.):4-6. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directty applied or 2-2-0 oc bracing. WEBS 2 X 4 HF No.2'ExcepY W1,W4:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2179/Q5-8 (min.0-�9),8=2196/Q5-8 (min.0-�10) Max Horz2=78(LC 5) Max Uplifl2=17(LC 5),8=-47(LC 6) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3857/0,3�=3504/0,45=-2890/0,5-6=-2890/0,67=-3557/17,7-8=3910/3 BOT CHORD 2-12=0/3317,12-19=0/2611,19-20=0f2611,11-20=0/2611,11-21=0/2630,21-22=0/2630, 10-22=0/2630,8-10=0/3362 VUEBS 3-12=538/163,412=0/771,411=24/696,5-11=-458/96,6-11=0/664,610--46/828, 7-10=532I156 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)120.OIb AC unit load piaced on the bottom chord,15-0-8 from left end,supported at iwo points,5-0-0 apart. 4)Provide adequate drainage to prevent water ponding. 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�60 tall by 2-0-0 wide wili fit between the bottom chord and any other members,with BCD�=B.Opsf. 7)Provide mechanical connec�ion{by others)of truss to bearing plate capable of withstanding 17 Ib uplift at joint 2 and 47 Ib uplift at jant 8. 8)Beveled plate or shim required to provide full bearing surtace with truss choM at joint(s)2. �US�H ��, 9)This truss is designed in acmrdance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � ��'.�� standard ANSI/TPI 1. 4,� � � 10)"Semi-rigid pit�breaks with fixed heels"Member end fixity model was used in the analysis and design of this Vuss. p 11)Graphical purlin representation dces not depict the size or the orientation of the purtin along the top and/or bottom chord. 12)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. '� LOAD CASE(S) Standard ,� �O �� ,'�� April 5,2013 Q WARNIN6-Veriry design peremeters erW read notes on Mis Truss Desqn Drawing erM intlutled DW Referer�ce Sheet(rev.0311)before use.Design velid fa use wlth M7ek mnnectw pktes ony.This dasign is 6esed my upon parameters shown,and is fa an indivWuel build'rtg carnponant.Applicepility ot design parometus and proper incorporetion of the componeM is responsibifly of buiWinp tlesipner a owner of fhe Wsses end'eafeler. Latewl restialnt , desipnations shown on individuel web and chord members em for campression budcling oMy,not torbuilding stebility bradnp.Addilfonet tertpaary restreinU diayarel bre�inp to inwre stebility during construqion is the responsibiliy of the instellor.Additionel pertneneM build'mg steWtily brearq of the overatl�nidure is Ne responsibility ot Ne builtling designer a ovmer of the trusses.For genael puidance reqartling design responsibilitias,febriration,queGty control,storage, delivery,uedan,laterel 2sUeint and diegonal bredng,eonsutt ANSIlTPI 1,DSB-89 and BCSI(Bui�dinp Componeni Sefety Intortnelion)aveileble from �p�g�/�nNB LLC SBCA et wwws6cindus .com. O �U55 Rlss ype y NHD 8641 J Plen 16586362 81303463 A15 CAL HIP 1 1 Job Reference o fianal ProBuilA AAinpton,AAington,WA 98223,List] 7250 s Aug 25 2011 MiTek IMuslries,Inc.Thuq�r 04 18:09:46 2013 Page 1 ID:DRaeu_LZAciFIt8LdY5eXLzU61 G-sbAS_462pRdwzeU46yZvkTekQmXLGyFd?ORd�azU2NZ �-�a�°� a-z-e zo-o-o � 2s-s-u z �-a� � ao-oa %�� 1A�0 &2-9 7Rt -7 3-5-14 3514 0.7 7-&1 &2-8 1-0-0 � Scale=1:752 6.00 12 5x10� 2x4 I� 5x10� 5 6 7 � �!S 3x8� 4x6� 2�c4 \� 4 8 2x4�/ 3 9 N � � ao � � I � �� 2 411 411 10 ��I�! d 5�_ 14 21 22 13 23 24 12 5�_ d 3x6- 2x4 I� 2x4 I� 5x10 = 4�_ 9-0-4 12E-8 �Q ioaa iz�-i n�-e � ao-o-0 zse-iz so-on �o-a-� z-i•�a o-a s,ao o- o saiz iwr i-�i-u Plate Offsets(X.Y): f2:0-2-4.0-0-21,f5:0-4-0.0-2-8L[/:0-4-0 0.2-81,f10:Q2-8 0-0-2],[13:45-0.0-3-41 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl lJd PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.67 12-13 >713 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.90 12-13 >530 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.40 Ho2(TL) 0.24 10 n!a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:1831b FT=20°h LUMBER BRACING TOP CHORD 2 X 4 DF 2400F 2.OE'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins,except T3:2 X 4 HF No.2 2-0-0 oc purlins(3-31 max.):�7. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc braci�g. WEBS 2 X 4 HF No.2'Exoept' W1,W4:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=2188l0-5-8 (min.0-3-10),10=2203/0-�S (min.0-3-10) Max Horz2=84(LC 5) Max UpIifY2=22(LC 5),10=53(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3855/0,3-4=3560/0,45=�399/0,5-6=2673/0,6-7=-2673l0,7-8=3449/53, 5-9=-3609/15,&10=-3905l12 BOT CHORD 2-14=0/3311,14-21=0/2509,21-22=0/2509,1322=0/2509,13-23=0/2521,23-24=0/2521, 12-24=0/2521,10-12=0/3353 WEBS 3-14=-596/177,5-14=0/926,5-13=-14/607,6-13=-323/70,7-13=0/579,7-12=-81/982, 9-12=590/170 NOTES 1)Unbatanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enGosed;MWFRS(low-rise)gable end zone;caMilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)120.OIb AC unit load placed on the bottom chord,1 SO-8 from left end,supported at two points,5-0.0 apart. 4)Provide adequate drainage to prevent water ponding. 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 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 7)P�rovide mechanical connedion(by others)of truss to bearing plate capable of withstanding 22 Ib uplift at joint 2 and 53 Ib uplift at joint ��S�H O 8)Beveled piate or shim required to provide fuil bearing surtace with truss chord at joint(s)2. 4��Qg pJ �xl'�, 9)This truss is designed in aocordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and reterenced (,�� standard ANSI/TPI 1. p 10)"Semi-rigid pitchbreaks with fixed heels"Member end fucity model was used in the analysis and design of this truss. p� � 11)Graphical puAin representation does not depict the size o�the orie�tation of the purlin along the top and/or bottom chord. � 12)Gap belween inside of top chotti bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard �! � �i� t�~+ �t1►�-�,,o April 5,2013 j � WARNING-VeAry design peremeters end read notes on this Truss Dasign Drewing mW induded DW Refemnoe 3heet(rov.03�11�before use.Design j velid for use witl�MiTek connector pletes orqy.This design is besad onry upon peremeters slwwn,end is for en irMividual buikiing componart.Apqicebiiity ( of Oesign perameters end proper incorporatlm ot the component is responsibYity ot buiWing designer a owner of Me trusses erq instetler. Leteral roslraint , , desipnotions shown on Indivitlual web and chord members a�e for amp�ession budcling oMy,not forbuildirp staGlity bradng.Additlonel temporary restreinV ' dfaponal bredng to inwre staDilily during mnstrudion is the responsibNity of the instalkr.AddHionel pertr�xrenl building ste6iliy Waarp of the overaq strudure . is fhe responsibility of the building designer or owner of the 4usses.Fw genaral guidance rapardi�desipn responsibilities.fffirketion.QuaSty control,storege. � deiivery,ored'an,lateral restrant end diagonal bredng,consuR ANSVTPI 1,DSB-89 end BCSI(Building Component Sefety Informetion)availebk hom p/�yL./��u�uC SBCAetwww.sbcindu .com. VVI��7V nN Job Truss T�uss Type Qty Py NHD 8641 J Plan � 16586363 81303463 �1 GABLE 1 1 ti � ProBudd Mmgton,Arhngton,WA 98223 7250 s May 17 2011 M7ek Industries,Inc. Fri Apr 05 17 22:00 2013 Pege t ID:DRaeu_LZAciFIt8LdY5eXlzU61 GQZgOwoBsfOrRot Vr53B7fBzLH800U94YKHKucTzTnVL �_ _-7�-0 7-0-0 14-0-0 158D 1-6-0 7-0-0 7-0-0 1�-0 Scale=1:27.8 4xe I. 10x10 i 3 10x10 � �''''� �� 2x4 I I 6.00 12 4x4� 4x4 � 4X4 i 4x4 � t-3 5 -8 1 -1 1 1 1 2 4 � 2 4 �J 5 +d � 2x4 II 2x4 II 6 2x4 II 2x4 II 6�B= 2x4 I I 6x8= 7-0-0 140-0 7-0-0 7-0-0 Plate Oftsets(X,Y): IZ:0-2-13 Edpel f3:03-1,0-5-01 f4:0.2-13,Etlge] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.O6 4� >999 240 MT20 185/148 TCDL 10.0 lumber Inaease 1.15 BC 029 Vert(T�) -0.14 4� >999 180 BCLL 0.0 ' Rep Stress incr Yes WB 0.14 Ho2(TL) 0.02 4 Na n/a BCDL 8.0 Cotle IRC2009lfP12007 (Matnx) � Weight:681b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing diredty applied or 6-0-0 oc puAins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 70-0-D oc bradng. WEBS 2 X 4 HF Stud/Sttl OTHERS 2 X 4 HF Stud/Std REACTIONS (ib/size) 2=788/05-8 (min.0-1-8),4=788/05-8 (min.0-1-8) Max Ho2 2=-45(LC 6) Max Uplift2=-71(lC 5),4=71(LC 6) PORCE3 (Ib)-Max.Comp./Max.Ten.-All forces 25D(Ib)or less except when shown. TOP CHORD 2-3=846/9,3�=-846/9 BOT CHORD 2-6=0/642,4$=0/642 WEBS 3E=0/303 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=25tt;Cat.II;E�B;endosed;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 3)Truss designed for wind loads in the piane of the Wss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as appiicable,or mnsult qualfied Duiltling designer as per ANSI/TPI 1. 4)Gable stutls spaced at 14-0 oc. 5)This Wss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chorcl in all areas where a redangle 3-6-0 tall by 2-0-0 wide wfll fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to b�ring plate rapaWe of withstanding 71 Ib upRft at jant 2 and 71 Ib uplift at joint 4. 8)This Wss is designed in aocordance with the 2009 Intematlonal Residential Code sections R502.t 1.1 and R802.102 and referenced standarcl ANSI/TPI 1. 9)"Semi-rigid pitdibreaks with fixed heels"Member end fi�ty mafel was used in the analysis and design of this truss. LOAD CASE(S) Standard ��S�H p ��T �� a�w �'� 4 4+ C�,O � � � �� ,�°` a� �� April 5,2013 AWARNING-Verity design paremeters end reed rates on fhis Tnrss Desiyn Drewirg end induded DrJ Reterence Shaet(rev.0&11�belofe use.Design � velid for use wttli MiTek connector pletes onty.This design is based ony upon pe�smelets shown,and is for an individual build'ug wrtiponent Applicability , of desiqn perameters end propet incorporetion M Me componeM is responsibAiry of buildiny designer a amer of the Wsses end insleYer.Leterel restreint designatlons shown on irWividual web entl Grord rnembers ere for compression budcling onty,nol forbuilding slebiliry bradng.Atldiliand tampaery restreinV diagonal bredrg to inwre stebiliry during construdion is the responsibiliry of the instailer.Additfonal pnmaneM building stabilily Mecirp of the overefl sWdure is the responsibilily of the building designer or owner of the Wsses.For yeneral guidence regarding design responsibilities,fabricefion,qua6ty controi,storage, delivery,erection,lelerel restrainl end diagonal bradng,mnsutt ANSIffPI 1,DS&89 and BCSI(Building Component Sehty Intortnetion)aveileble from �V�nN�uC SBCA et wwwsbcindu .com. rU55 R155 ype ty y NHD 8641 J Plan I65B6364 B1303463 802 Common Truss 7 1 Job Reference o tional ProBuild Arlington,Arlington,WA 98223,ListJ 7.250 s Aug 25 2011 MiTek Industries,Inc.Thu Apr 04 16:09:48 2013 Page 1 ID:DRaeu_LZAaFIt8LdY5eXLzU61G-ozICPt7JL2teCxdSDNbNpuk?9aMfkw' S BTzU2NX � -�-60 9"0-° �-o-o � ia-o-o �'� �-s�o �-o-o �.o.o 4x4 I I Scale=127.5 3 6.00 12 4 2 � 'c5 1 5 4x4= 2x4 I I 3x4� 9-0-0 9-0-0 7-0-0 140-0 7-0-0 � 7-0-0 , Plate Offsets(X.Y�: f4:0-2-10.0-1-81 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PlATES GRIP TCL� 30.0 Plates Increase 1.15 TC 0.90 Vert(l.L) -0.07 45 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.15 4-5 >999 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.14 Horz(TL) 0.02 4 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:41 Ib FT=20°k LUMBER BRACING TOP CHORD 2 X 4 HF No2•Except• TOP CHORD Strvctural wood sheathing direcUy applied. T2:2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. BOT CHORD 2 X 4 HF No.2 WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 4=651MIechanical,2=799/0-38 (min.0-1-8) Max Horz2=57(LC 5) Max Uplift4=22(LC 6),2=70(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-B6?118,3-4=-829/11 BOT CHORD 2-5=0/648,45=0/648 WEBS 3-5=0/307 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.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live bads. 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-D tall by 2-U-0 wide will fit behveen the bottom cFmrd and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 Ib uplift at joint 4 and 70 Ib uplift at joint 2. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIffPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the anaysis and design of this truss. LOAD CASE(S) Standard 1US�� 4-�� v+1�,'��'F' O,� TD � �� April 5,2013 � � WARNI NG-Verify design peremeters end reed nates on ihis Tniss Design Drawing end induded DW Referonce Sheet(rov.0&11')6etore use.Design � valid/or use wiN MiTek conne�3or pletes ordy.This desipn is based onty upon perameters shown,antl is fa en individuei buiWinp eanponmt.Applicebility � of desipn peremeters end proper incaporetion of ihe componeM is responsibility at buildinp desiyner a owner of tt�e Wsses arM instetler. Leteral restraint designetia�s shown on iMividual web and chord members erc for campression budcling oMy,�rot forbuilbrg stadlity Orocing.Addition�bmporary resMeiM/ diaponel braang M insure staEility durirg oonsWction is the responsibility d V�e instelbr.Addilionel pem�enent Euilding staMlily Waarg of the overell strudure . is the responsiWlity of ihe buildinp desiyna a owner ot Me trussas.For general guide�ce reyarding desipn responsibilNies.fabricedon.QwNty contrd.storage. delivery,eradion,lateral restreint anA diagonal bradng,consutt ANSVTPI 1,OSB-89�d BCSI(BuYd'mg Component SafeH Infortnation)available(rom Gp�/�nN6 LLC SBCA at ww�xsbcindu .mm. JO (u55 fU55 ype Q(y P NHD 8641 J Plen 16586365 81303463 B03 Canrtqn Truss 1 1 - Job Reference(optionap ProBuild Ar6npton.Artirpton.WA 98223.Lisl] . .. -.-._. - 7250 s Auy 25 2011 MTek IndusUies,Inc.lTu Apr 04 16:09:49 2013 Peye 1 ID:DRaeu LZAciFIt8LdY5eXLzU61G-HAsac58x6M?Vq5Cfi46cM6GD0_iXTNt3hMgHjvzU2NW i -1-6-0 �� 7-0-0 � 14-0-0 �s-o �-o-o �_ao axa I I sca�e=tzs.e 3 6.00 12 4 � 2 Ib 3x4= 5 3x4= 2x4 �I 9-0-0 7-� + 140-0 � 7-0-0 7-0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (Ioc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Inaease 1.15 TC 0.76 Vert(LL) -0.00 1 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 026 Vert(TL) 0.14 1 Nr 120 BCLL 0.0 ` Rep Stress Incr Yes WB 0.15 Hoa(TL) 0.00 5 n/a n/a BCDL 8.0 Code IRC2009IfP12007 (Matrix) WeigM:41 Ib FT=ZO% LUMBER BRACING TOP CHORD 2 X 4 HF No2`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. T2:2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling direcUy applied or 6-0-0 oc braang. BOT CHORD 2 X 4 HF No2 WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 4=351/140-0 (min.0-2-7),2=484/14-0-0 (min.Q2-7),5=630/140-0 (min.0-2-7) Max Horz2=57(LC 5) Max Uplift4=293(LC 18),2=323(LC 15) Max Grav4=603(LC 9),2=727(LC 10),5=638(LC 10) FORCES ��b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=�55/534,3-4=�69/517 BOT CHORD 2-5=-429/489,45=-446/507 WEBS 3-5=-498/65 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=7.33 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This Vuss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 Tall by 2-40 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 293�b upiift at joint 4 and 323 Ib uplift at joint 2. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIlfPI 1. 8)This truss has been designed for a total dreg load of 70 pif.Lumber DOL=(1.33)Piate grip DOL=(1.33) Conned truss to resist drag loads along bottom chord from 0-QO to 140-0 for 70.0 pif. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��US�H jj�, -�'j' LOAD CASE(S) Standard 4,�. O'�a ��•fl O� � �� Q April 5,2013 � WARNING-Vetlry design perameters enC reed rrotes on this Truss Desiyn Orewing end intludad DrJ Referer�ce SAeet(rcv.0'}t t�bafore use,pesign veBd for use with MiTek mrncector plates oNy.This desipn is besed my upon parametus shovm,antl is for an iMividual buiWng cromponertt.Applicebiiity , of design perart�eters and proper incorporetion of ttie component is responsib�ily of dtiWing designer or owner oi the Wsses end instder. Lateiai restreiM desiynatians shovm on individual web arW chorcl members ara for compression buticlin9 only.not forbuildiny stedlity Wating.Additionel tertpaery restraiMl diegonal brsdrq to inwrc stebility during consirudion is ihe responsibilily of the instalbr.Additimal pertnanent builCing stebiliy bretlrg M U�e overell structure is the responsiDilily of the building designer or owner of the trusses.Fur penael guidence regartling design responsibilities,fabricetion,que6ly mntrol,storage, deUvery,uectbn,lateral restraint end diagonel bradng,consuR ANSI/TPl 1,0.58-89 end BCSI(BuAdinp Component Se(ety Intomiafion)eveileble from �y�.I��C SBCA et www.sbcindu .com. �.vi�av O NSS R155 ypE y NHD 8647 J PIef1 I65B6366 B1303463 C01 Common Truss 1 1 Job Reference tional ProBuild AAinglon,Adiriyton,WA 98223,tisq . 7.250 5 Aug 25 2011 MTek Industries,Inc.Thu Apr 04 16:09:50 2013 Page 1 I D:DRaeu_LZAciFIt8LdY5eXLzU67 CrIMQyqR92tg7MRFnrLndrvJpYiN6CCshDwOPqFI=U2NV � -�-�o �"{° �aao zo-o-o z�-s-o ��-o �aao �ao-o �$-o Scale=137.8 4x4 �I 8 7 9 6 10 6.00 12 5 �� 4 �z 3 73 2 14 � �5 I$ 3x4 = � 25 24 23 22 21 20 19 18 17 16 3x4= &0-0 zaao zo-o-o LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 30.0 Piates Incxease 1.15 TC 0.13 Vert(LL) -0.01 15 Nr 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(T�) -0.01 15 Nr 120 BCLL 0.0 ' Rep Stress Incr Yes WB 0.05 Horz(TL) 0.00 14 Na Na BCDL 8.0 Code�RC2�9lfP12007 (Matnx) Weight:921b FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 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 14-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 2Q0-0. (Ib)- Max Ho22=59(LC 5) Mau Uplift All uplift 100 Ib w less at joint(s)2,14,22,23,24,25,26,20,19,18, 17,16 Max Grav All reactions 250 Ib or tess at joint(s)21,22,23,24,25,20,19,18, 17 except 2=291(LC 1),14=291(LC 1),26=266(LC 9),16=266(LC 10) FORCES (Ib)-Max.Comp.lMax.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;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right expased;end verticai 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 consutt qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires con6nuous 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�onconcurrent with any other live bads. 8)'This truss has been designed for a live bad of 20.Opsf o�the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,14,22,23,24,25, 26,20,19,18,17,16. 10)Beveled plate or shim required to provide full bearing surtace with Vuss chord at joint(s)2. 11)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and refe2nced scar,dard aNSirrPi�. �S��H AF�. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anatysis and design of this truss. 4� O�Q�j I'„� LOAD CASE(S) Standard C�� 0 April 5,2013 i � WARNING-Variry desiqn parametars end read rrotes on ihis Truss Design Drawirp m�d induded DrJ Reference Sheet(rev.0311�6efore use.Design i valid for use wIM MTek connector pletes oMy.This design is besed ony upon Perameters shawn.end is fa en intlividuel buflding component.Applicebility , of tlesiyn parameters antl proper incaporation of the component is responsibBily of Euildirq desipner ar owner of Me trusses end'mstellar. Laterol reshaiM desiynetions shown on iMiviAUel web and chord rt�embers ere for compression b�idcGng any.not forbuildng stebility bwcing.AdtliUonel temporary restrsinV � diaganel brem�p to insUre sleMlity during construction is tho responsibilily of tl�e insteller.AddHianal pe�nanent buiMing stabiltty Wacing of the ove�aq struciure ' is ihe responsibility of the buiWing designer a owner ot tlie trusses.For qenaral puidance repaMiny dasign responsibilities,f�ricetlon.9uetlty contrd.storaye. delivery,erection,Iffieral restreint and diagonal brscing,consult ANSUTPI 1,0.S8-�antl BCSI(BuAtlfng Component Safety Informetlon)availeble Bom A/fYL•�i�Yls uC 3BCAetwwwsbcindu .mm. w/FiV /�p J russ Truss yp¢ !y (y NHD 8641 J Plen 16586367 81303463 CO2 Cwnrtwn Tnus 1 1 Job Reference(ooGonaD ProBuIW ArNnpton,Artirgton,WA 98223,LI�] , 7.250 s Aug�25 2017 MiTek IndusVies,Inc.Thuqp r 04 16:09:50 2013 Pape'1 ID:DRaeu LZAciFIt8LdY5eXLzU61CrIMQyqR9Ztg7MRFnrLndrvJpVGN_Y�r�E�wOPqFLZU2NV � -�-e-o�'0° sa�s �aao � ia3�o � zao-o � z�-s-o 1�6-0 5$6 � 43�10 4110 5-8-7 1-6-0 � Scale=1:38.4 4x4 I I a s.00 i2 �4\ . 2x4 i 3 5 cn 2 6 q � Io 3x6� 8 g�� 3x8= �-0 30-0 �ao-o zo-ao � �aao �� Piate off�c�a.vr. rz:a2-�o.a�-a�.�s:a2-�o.a�-e� LOADiNG(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLA7ES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.28 Vert(LL) -0.19 fr8 >999 240 MT20 185/148 TCDL t0.0 Lumberincrease 1.15 BC 0.53 Vert(TL) -0.45 6-8 >525 180 BCL� 0.0 ' Rep Stress Incr Yes WB 0.33 Horz(TL) 0.05 6 Na Na BCDL 8.0 Code IRC2009/TPI2007 (Mafix) Weight:71 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 311-8 oc purlins. 80T CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling direcUy applied or 70-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (IWsize) 2=1078/43-8 (min.0-1-12),6=1U78/Q3-8 (min.0-1-12) Max Horz2=59(LC 5) Max Uplifl2=78(LC 5),6=-78(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-AIf forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1577/74,3-4=1153/50,45=1153/50,56=1577l74 BOT CHORD 2-8=-41/1319,6-8=0/1319 WEBS 48=01655,&8=-456/110,3-8=-456/110 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;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber D0�=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 redangie 3-6-0 tait by 2-QO wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capaWe of withstanding 1001b 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 trvss. LOAD CASE�S) Standard ��US�PH p�x 4,'� 4,°�a ��' �.� °x � T ,� �9s �� x�� April 5,2013 QWARNING-Verily desiyn perameters end rced rates on this Truss Desipn Drawirg m�d induded DrJ ReMrence Sheet(rev.0&11')before use.Desipn velid for use with MTdc connecfor pletas ony.This desipn is based oMy upon peiameters shown,and is tor en individual 6uiMeg camponeM.AppNcebility , ot desiyn peremeters and proper inccxporation W Me component is responsibibly ot buildirq designer a owner of Me trusses and'nstaler.Leluaf resheiM designafions shovm on irWividual web arM choM mambers are tar carpressio�Mrdcling oNy,nol forbuilding stabifily Weceig.AdAitional temporery reslrairN/ diaqonal bratlrg to inwre stability during mnsWcllon is the rasponsibilfly of Me inslell�.Adtlitbnel permenent bullding stabilHy bratlrg otllie overatl sUucturo is the responsibility of the building Oesignor or owner of Me trusses.For gendel guidance regerding design rosponsibilities,febricedon,qua6ty control,storage, tlelivery,eredion,laterel restfaint and diagonal Madng,mnsutt ANSUTPI 1,DSB-89 and BCSI(Building Component Safely IMOmietion)aveilebb from Cp�yg�/�r/NG LLC SBCAetwww.sbcindu .com. -� �� o russ n155 ype y NHD 8641 J Poen 16586368 81303463 CIXi Canmon Truss 7 1 Job Reference o donal ProBuild Arfington,AAinpton,WA 98223,Lis1] 7.250 s Aug 25 2011 MiTek Industries,Inc. ThuA�r 04 18:09:51 2013 Page 1 �� ID:DRaeu_LZAciFIt8LdY5eXLzU61G-DY L1nABazFD3PM1vV84f2XMf��oxEPM8g9NoozU2NU � sas � �aao � 143�9 � zaao + 2i�-o s�e� a�-�o aa-�o sa-� �-s-o Scale=1:37.5 4x4 I I 3 6.00 12 2x4� 2x4 i z 4 � 5 � 6 ld 7 3x6 i 3x6� 3x8= aao �-ao , iao-o 2ao-o �aao ' iao-o Piace orrsecs{x.v�: ri:a2-�o.a�-ei.rs:a2-�o.a�-s� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP TCLL 30.0 Plates Inaease 1.15 TC 0.33 Vert(LL) -0.19 5-7 >999 240 MT20 185/148 TCDL 10.0 Lumber inaease 1.15 BC 0.53 Vert(TL) -0.45 5-7 >524 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.34 Horz(TL) 0.05 5 n/a n!a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:69 Ib FT=209'0 LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. WEBS 2 X 4 HF StudlStd REACTIONS (Ib/size) 1=9 3610.58 (min.0-1-9),5=1079/0-3-8 (min.0-1-12) Max Horz1=70(LC 6) Max Upliftl=-32(LC 5),5=79(LC 6) FORCES ��b)-Mau.Comp./Max.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 1-2=-1564/84,2-3=1160/52,3-4=-1158/56,45=1582J76 BOT CHORD 1-7=-52/1328,5-7=0/1323 WEBS 3-7=0/663,47=-456l110,2-7=-463/117 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCOL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.�I;Exp B;enGosed;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 tniss has been designed for a 10.0 psf bottom chorci live load nonconcurrent with any other live loads. 4)•This truss has been designEd fw a live load of 20.Opsf on the bottom chord in ali areas where a rectangle 3G0 tall by 2-0-0 wide will fit between tlie bottom chorti and any other members. 5)Pro�ride mechanical connedion(by others)of truss to bearing piate capabie of withstanding 100 Ib uplift at joint(s)1,5. 6)This truss is designed in accordance with the 2009 IntemaUonal Residential Code sections R502.11.1 and R802.10.2 arxi referenced standard ANSI/TPI 1. 7)"SemFrigid pitchbreaks with fixed heels"Member end fixity model was used in ihe analysis and design of this truss. LOAD CASE(S) Standard �`.��s�'� o�; �.� o�� r�'� �. °�, � � �� o April 5,2013 QWARNING-VeAfy desipn perameMrs arM read rates on this Truss Design Drawing end induded DrJ Referonce Shaet(rev.0311')6efore use.Design velid/w use wIM MTek connector P�es only.This desiqn is besed onN upon Perametars shown,and is fa an individuel build'my oomponent.Applicability , of design perometers eM proper ir�caporation of tt�e componeM is responsibBNy o1 buildirg designer a owner of the trusses an0 insfatler.letwal restraint designetions shovm on individual web aM chord members ere for compression budcling ony.not forbuildi�g stability bracmg.Additlonel temporary restrafnV diayonal bradnp W inwre slebility during conshuction is the responsibilily of ihe insTeller.Additionel pertn�eM build'mg siebility bracirp of tlte overep strudure � is the rosponsibility ot the building designer or owner of the Wsus.for general puiAence rcgerdiry desgn rasponsidlHks,febricetion,quelity control,storage, deNvery,xedbn,lateral restraint and diagonal Maarg,consutt ANSVTPI 1,DSB-89 end BCuI(BudOing Companant Satety Infortnetion)availebk trom ��LLC SBGtetwww.sbcintlu .mm. Jo Nss ru55 ype Qty P�y NHD 86at J a�an 16586369 81303463 DOt Jadc-Gosed truss 1 1 Job Reference o 6anal ProBuiM ArNrpton.Arlirpton.WA 98223,Listj 7250 s Aug 25 20�1 MTek Induslries.Inc.Thu Apr 04 16:09:51 2013 Page 1 e.po eaa ID:DRaeu_LZAciFIt8LdY5e�(�J67Ci-DY_��ezFD3P1y�y1�84RXMbG86i�DM8g9NoozU2NU 2780 3-2-12 S34 8$11 8-0-7 4.00 12 � Stele=1:41.4 � d 6 2x4 �� 3x6% 5 4 5x6% ,� 3 4 n 6x6% 2 � 1 � 0 x4= 11 �� 9 3x4 = 9-0-0 � �ox�o = 4i�� a-sa �sa-a �s-o-s �z-�2 @-5-0 �5-0.0 �z-�z saa s.s o ?iate orrssee��.v�: �i:as-s.aa�o�.��o:a�-s.a�-o� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Incxease 1.15 TC 0.59 Vert(LL) -0.14 9-10 >999 240 MT20 185/148 TCDL 10.0 Lumber lnrrease 1.15 BC 0.73 Vert(TL) -0.28 9-10 >506 160 BCLL 0.0 ' Rep Stress Incr NO WB 0.86 Horz(TL) -0.03 6 n/a n/a BCDL S.0 Code IRC2009/TPI2007 (Matrix) Weight:80 Ib FT=20% �UMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVUCtural wood sheathing direetly applied or 3-1-12 oc purlins, except BOT CHORD 2 X 6 DF 2400F 2.OE end verticals. WEBS 2 X 4 HF Stud/Std'Except` BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. W2:2 X 4 HF No2 WEBS 1 Row at midpt 3-9 REACTIONS All bearings 0-1-8 ezcept(jt=length)8=40-1(input a-0-1),9=Mechanical, 1=0-3-8,11=0-5-8. (Ib)- Max Ho21=186(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)8,1,6,7 except 9=198(LC 5), 11=179(LC 3) Max Grav All reactions 250 Ib or less at joint(s)8,7 except 9=2416(LC 1), 1=378(LC 7),11=3071(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2746/95,5-9=-481/93 BOT CHORD 9-10=152/2543 WEBS 310=-46/1497,3-9=-2776/203,2-11=-1616/135,2-10=-100/2382 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 Iive 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 tati 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 at joint(s)6,7. 6)Provide metal plate or equivalent at bearing(s)5 to support reaction shown. 7)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,1,6,7 except Qt=1b)9=198,�i=i�s. �US�H O��,T S)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)6,7. pj 9)This truss is designed in accordance wdh the 2009 Intemational Residential Code seetions R502.11.1 and R802.10.2 and referenced 4,'� Q,� �+,��'� standard ANSIlfPI 1. 10)Girder carries tie-in span(s):14-0-0 from 0-0-0 to 15-0-0 y� �'1� 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)In the LOAD CASE(S)section,loads applied to the face of the trvss are noted as front(F)or back(B). ��(�eS�endard ",�O 9$ �Q+� ��,$t��`}`• April 5,2013 A WARNING-Vorify design paremeters end reed rates on this Tnrss Design Drawing and induded DrJ Reference Sheet(rev.0&71')before usc.Desiqn veNd for use wiTh MRek connedw plates ony.This tlesipn is besed ony�on perameten shovm,and is for an individuel buildig ounponmt.Appliceb�ity , of tl�ipn peramelers end proper iixwrporation M the mmponeM is iesponsibiity of buNdirg design�a owner of the trusses and'vistelu. Leteral restreint designetions shown on individual wab and chord members ere for can�ression budcliig ordy,rwt krbuiiding stability bracing.Addition�temporary restroind diagonei brearg M inwre stability during construdion is the responsibility of the inslalbr.AAdAionel peimenent buiWinq stebilRy Wadrq of the ovew6 strucWre is the respoiniWlily of the 6uilding desipner w owner of the Wsses.For genual guidence regarding desgn responsibililies,fabAration,qua6ty confrol,staege, delNery,eredion,leteral restraint end diagonel brndng,consutt ANSI/iPl 1.DSB-89 arW BCSI(Buiiding Component Safery IMortnetlon)eveileble from �1 p�YS//L11NG�LC SBCAatww�vsbcindd .com. ' o N55 fU55 ype y NHD 8641 J Plan 16586369 ,81303463 D01 Jadc-Closetl Truss 1 1 1 Jo6 Referanrp lnoNnnall ProBuiid Arlinqton,AAugton,WA 98223,Listj 7250 s Aug 25 2011 MiTek Industries,inc.Thu Apr 04 16:09:51 2013 Pape 2 ID:DRaeu_LZAciFIt8LdY5eXLzU67 G-DY_Lt nABezFD3PM7 vV84RXMbGnGax6DM8g9NoozU2NU LOAD CASE(S) Standard 1}Regular:lumber Increase=1.15,Plate Increase=7.15 Uniform l.oads(pl� Vert:1-5=80,5-8=80,1-9=304(F=288) Q WARNING-V�ify tlesign perartielers end r�d notes on tAis Truss Oesign Drawirp�d indudrA DW Reference Sheet(rev.0&11')before um.Desiqn va5d for ise wilh dMTak mnnedor pletes oNy.This desiG�is based ordY N�Peremetds shown.erM is for an individuel buikin9�t.Appli�abilily , of design psrarneters and poper incorporetion d ttie componant is responsibAiy of huild'mp desiyncv a awner of ihe trusses and instaper. Leteral reshaiM designrdons shown on individual web ud chord rt�r�bers m tor�npression budcNn9 oMl,not forbuil�ng sfebility Ma�ng.Addition�temporary restrairrt/ diagonel Madny b inaure stebility duriig construcfion is the responsibility of the insfeller.Add'rtianal pemienenl buildiry staWlity bred�p of the overall strudure is Ihe responsibilily of the DuiMfrq designa a amer of the Wsses.Fa generel quitlence regeMinq desiyn responsibilities,fabricaUon,quelity ooMrol,storeye, delivery,eredion,letaal rosUainl and diegonel bradng,consuM ANSVTPI t,OS&89 arW BCSI(Butldirg ComponeM Sefety Intortnatlon)aveileWe from ��1nN�f(LC SBCAetwww.sbandu .com. Jo russ Truss Type ty y NHD 8641 J Plen 16586370 87303463 DDZ JaticLlosed Truss 1 1 Job Reference o tional ProBuild ArGngton,AAinpton,WA 99223,List] 7.250 5 Aug 25 2011 M7ek Industries,Inc Thu Apr Q4 16:09:52 2013 Pepe 1 � qq_p ID:DRaeu_LZAaF�dY5eXLzU461a�G-hIYF7f��IN4hZxD�_kunaBj��WNKuxKEzU2NT 2tao z�-t.s _a2s + �as ts-o-o 2a.a� � 2�an � � 2Q� 732 7-244 9-p-7 -2$7 � 4.00 12 0-0-0 2-7-e =1:46.5 8 d 7 2x4 I I 6 3x6% 5 0 l o m 4x8% °b � 3 ,� 2 d'1 3x4= 13 12 11 2x4 i g� ¢� 7x4 II 3 �-0 14� 15-4-4 160-4 16-8-4 32-12 7-&2 15-0�0 3-� 4�65 7-2-14 IOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.10 11-72 >999 240 MT20 1851148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -023 11-12 >627 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.94 Horz(T�) 0.02 11 n/a Na BCDL 8.0 Code IRC2009IfP12007 (Matrix) Weight:73 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 HF No2 end vertiqls. WEBS 2 X 4 HF StudlStd`ExcepC BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. W3:2X4HFNo2 REACTIONS All bearings 0-1-8 except(jt=length)11=Mechanical,2=0-38,13=0�5-8. (Ib)- Max Horz2=221(LC 4) Max Uplift All uplift 1001b or less at joint(s)2,6,7,8,9 except 11=-108(LC 5) Max Grav All reactions 250 Ib or less at joint(s)6,7,8,9 except 11=820(LC 1), 2=499(LC 1),13=488(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-11=-467/99 BOT CHORD 12-13=-65/825,11-12=-65/825 WEBS 3-12=0/262,3-1 1=-87911 0 6,3-13=-871/7 NOTES 1)Wind:ASCE 7-05;85mph;TCDL�.Opsf;BCDL=4.8psf h=25ft;Cat.II;Exp B;enGosed;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 Ioad norKOncurrent 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 witl fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss co�neetions. 5)Provide mechanical connection{by others)of Wss to bearing plate at joint(s)6,7,8,9. 6)Provide mechanical connection(by others)of truss to bearing plate capaWe of withstanding 100 Ib uplift at joint(s)2,6,7,8,9 except (jt=1b)11=108. 7)Beveled plate or shim required to provide full bearing surFace with Wss chord at joint(s)6,7,S,9. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard AN51/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. lUS�H D�„�, r LOAD CASE(S) Standard 4,'� Q�� C�,�Q O� �O � �`�� '•��.� April 5,2013 Q WARNING-VerHy design perameters end raed notes on this Truss Dasign Orawing�d intluded DrJ Referenca Sheet(rev.03-11�before use.Design velid for tne rMih FM7dc connedor pietes oNy.This design is Desad oMy upon perarneters shwm,end is fa en individuel buildig oomponeM.Applicebility I � of design parameters and proper incorporatlon of the aomponent is responsibiity M buiMirq desi9na a ownm of the Wsses end fnstaler.Leteral restraint designffiions shown on individuel web and chord members ere for oompression bu�Jcling ordy,rwt forbuilding stebility bracing.Additional 4rrporary rostraiM/ diayonal bradnp lo inw2 stebilily duArp consiruction is the responsbilHy of tt�e insfeller.Additlonel permeneM buiWMg stability Wadrg of the overaq strudure is Me responsibility ot the lwildirg designer or owner of Me trusses.For penerel guidena regerding dasign resporoiWlities,fabrication,queRty conirol,storege, delivery,eradion,laterol restreint a�d diegonel bradng,consuR ANSUTPI 1,DSB-89 and BCSI(Building Component Safety Informetion)evaileble from � ��/�nNQ LLC SBCAetwww.sbcindu .com. O fU55 rus5 yp6 y NHD 8641 J Plan 16586371 B1303463 D03 Jadc-Gosed Truss 1 1 Job Reference tiaial ProBuild ArNnpWn,ArlMqlon,WA g8223,List] 7.250 s Au 25 2011 MRek Imfustries,I�.Thu Apr 04 16:09:53 2013 Pa e� &pp q-0p ID:DRaeu_LZA�j8ldY5eX�1G-9x5�T�RAbVuIj�OwBYW��b3pP?�sgzU2NS z�su za» -a2_s � �az �s-o-o � s�-�i-a � I 2-25 7-&2 7-2-14 &11d -3�5-4 � N 4.p0 12 � 2"9'e :,�1/4"=1' d B 7 2x4 I I s 3x6% 5 4 N�` CJ 4X8/ (b 3 ,� 2 � 3�C4= 13yX �Z 11 g-p.q g.6-04 � 2x4 II 3� 14,$,a 154-4 16-0-4 ifr8-4 17•3-12 3-2-12 7-32 15-0-0 3-2-12 � 4f 6 7-2-14 LOADING(ps� SPACING 2-0-0 CSI OEFL in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.10 11-12 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -0.23 11-12 �627 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.94 Horz(TL) 0.02 11 n/a Na BCDL B.0 Code IRC2009/TPI2007 (Matrix) Weight:74 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 6-0-0 oc purlins, except BOT CHORD 2 X 4 HF No.2 end vertiqis. WEBS 2 X 4 HF Stud/Std`Except* BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. W3:2X4HFNO.2 REACTIONS All bearings 0-1-8 except Qt=length)10=0-0-12,11=Mechanical,2=0-�8,13=0-5-5. (Ib)- Max Horz2=223(LC 4) Max Uplift All uplift 100 Ib w less at joint(s)10,2,6,7,8,9 except 11=-109(LC 5) Max Grav All reactions 250 Ib or less atjoint(s)10,6,7,8,9 except 11=820(LC 1), 2=499(LC 1),13=488(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 5-11=-467/99 BOT CHORD 12-13=66/825,11-12=-66/825 WEBS 3-12=0/262,3-11=879/108,3-13=-871l3 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Eup B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip QOL=1.33 2)This trvss has been desigr�d for a 10_0 psf bottom chord live bad nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a redangle 3-G-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for Vuss to Wss connections. 5)Provide mec�.hanical connection(by others)of trvss to bearing plate at joint(s)10,6,7,8,9. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1 D,2,6,7,8,9 except(jt=1b)11=109. 7)Beveled plate or shim required to provide full bearing surface with tniss chord at joint(s)10,6,7,8,9. 8)This truss is designed in acoordance with the 2009 Intemational Residential Code seetions R502.11.1 and R802.10.2 and referenced D standard ANSI/TPI 1. ` SUS�� ,E�,� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaysis and design of this truss. ti � �'�� c� LOAD CASE(S) Standard p � � � �� °'�,��,�►a April 5,2013 j � WARNING-Veriry desipn perameters and read notes on this Truss Desiyn Drawing and ind�Wed DrJ Refcrence Sheet(rev.03117 before ux.Desipn � vaGd tor use wlth MiTek oonnector pletes onty.This design is besed anty upon paremeters shown.end is for an individuel IwiW'vp componeM.Applicebilily � of design perertaters end proper incaporation W the component is rosponsibqity of buiWirg desigrrer w owner of the Wsses end instatler. Leteral restraiM �� desiynatiaia shown on individual web and chord rtbmbers e�e for compression budcling ordy,not fabuildi�sfeWlity bracing.AddHionel temparary restreiM/ dieponal brednp to inwre stabiliry during construction is the rcsponsi6ilily d Uro insfeller.Additlonal pertnenent buildmg steWlily bracirg of Ihe overeN strucWrc is the responslbllily of tl�e builOing de�yner ar ow�er of tFre trusses.For qeneral yuWena regartling design responsibiNties,fabrieation,QueGly control.storeye. Q., ��'� tlelivery,eredion,Iateral rastralM end diagonel bradry,oonsutt AN$VTPI 1,OSB-B9�A BCSI(Building Component Sefety Inlortnetlon)evailable trom �N�7VLn�LLC � SBCA et www.sbdntlu .com. JOb NSS N55 yPC iy Iy NHD 8641 J P18� 16586372 B1303463 D04 JACK-CLOSED TRUSS 1 1 Jo6 Reference tional ProBuiM ArNngton,AAington,WA 96223,Listj 7250 s Auy 25 2071 MTek Industries,Inc.Thu Apr 04 16:09:53 2013 Page 1 �p y,p,p ID:DRaey,�AciFIt8L��5eXLzU6��c55STB�Vx1�WQQy(�fVVyR�y}(��P Wfc_eUsgzU2NS 21$0 2418 21$-0 7-9-2 7-244 4.00 12 9-07-1 � �e=1:50.3 � d 7 6 Dc4 I I 5 3� � 4 3 N � � axa% � 2 � � � d 3x4= 12 » 10 �4� 2x4 I I 3xG= 3o-0 9-0-0 9-40 14� 15-4-4 t6-6d 16-&4 17-3-12 � 3-2-12 7-9-2 � 15-0-0 �-12 46& 7-2-14 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl lJd PLATES GRIP TCLL 30.0 Plates Inaease 1.15 TC 0.67 Vert(LL) -0.10 10-11 >999 240 MT20 185l148 TCDL 10.0 Lumber Increase 1.15 BC 0.30 Vert(TL) -023 10.11 >624 180 BCL� 0.0 ' Rep SUess Incr Yes WB 1.00 Horz(TL) 0.02 10 n/a Na BCDL 8.0 Code IRC2009/TPI2007 (MaVix) Weght:71 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directty appiied or 2-2-0 oc purlins, except BOT CHORD 2 X 4 HF No2 end verticals. WEBS 2 X 4 HF Stud/Std`Except* BOT CHORD Rigid ceiling direcUy applied or 10-0-0 oc bracing. V1/d:2 X 4 HF No.2 REACTtONS Ail bearings 0-1-8 except(jt=length)9=Q0-12,10=Mechanical,1=Q3-8,12=0-5-8. (Ib)- Max Horz1=213(LC 4) Max Upiift All uplift 100 Ib or less at joint(s)9,1,5,6,7,8 except 10=-107(LC 5) Mau Grav All reactions 250 Ib or less at joint(s)9,5,6,7,8 except 10=815(LC 1), 1=278(LC 1),12=514(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-10=-44?J89 BOT CHORD 11-12=-87l879,10-11=-87/879 WEBS 2-11=0/261,2-10=937/129,2-12=922/22 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.8psf;h=25R;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertiral 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 3-60 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 con�ections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9,5,6,7,8. 6)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,1,5,6,7,8 except �t=ib)i o=�o�. 7)Beveled plate or shim required to provide fuil bearing surtace with Wss chord at joint(s)9,5,6,7,8. 8)This truss is designed in aocorda�ce with the 2009 Intemationai Residential Code sedions R502.11.1 and R802.10.2 and referern�d standard ANSI/TPI L 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �US�� D�,r LOADCASE(S) Standard 4,"�� w �� O� � � �� b�vt�.'�'`o April 5,2013 Q WARNING-Veriry design peramelers and read rates on fhis Truss Desiyn Drawing mM induded DrJ Reterence Sheet(rev.0311�before use.Design valid for use with MiTek conneclor pletes ony.Tlas desipn is besed ony upon perameters shown,and is for en indiviAUel Duiltlk�g carponenl Applic�iliry , of design parameters and proper mcorporation W the oomponent is responsibility of bulding designer or amer of the trusses end instatler. Laterai restreint designations Shoxn on individuel web aM chord members are for comprassion buckling ordy,not fo�twildinp sledliry 6raciny.Additlonel temporery restreinV diegonel bredrp W inwre stabilily durirq construdion is the responsibil'�ly of Me insteller.Additional parmenerd build'mg sfability bredng ol the overaH structure is fhe responsibility oT the building desiyner or owner of tlie W55es.For generei guidence repardinp design responsibilitles,fabricetion,q�ality controt,storege, delivery,eroctbn,leterel rostreint and diagonal bradng,consuR ANSUTPI 1,DSB-89 end BCSI(Building ComponeM Safety Infortnation)availeble from �u�nNe LLC SBCA at wwwsbcindusf .com. vni�m Z C D � }� 5 O � S N � �� v m � e�e rn � � 'y+' � r ^ IV 1P r � Z � rn � m � � I I � n � �N�Wo�� o � � o A`u'; D Q c -•� Q . � � a � "' o �Q�-°�cQ�° N D � a Q O -rn� � nQ � �—� oo�Z°o 0 6� Z ? �; y Z y O(Qp cnp CpCa yACO3 �-� Q � � "' Ip O n � "'' <p 'dT � o. 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TTiV55 Loa�INc ese trusses are designed as individual building p R a$u''� omponents ro be incorporated inro the building design TCLL(PSF):25 Arlington, WA 98223 ��hespecificationofthebwldingdesigner.Seethe pndividual des�gn sheets for each tnus design identified TCDG(PSF):10 � Phone: 1-360-925-4155 bn the placement drawing The building designer is BCLL(PSF):0 UILDER: ATE: �� Lp�g; ----- �esponsible for temporary and permanent bracing ofth NTSoof and Floor system and for the o.erall structure The �DL(PSF):8 es�gn of the truss support s[ructure including headers, TL(PSF):43 ROJECC: RAWN 7-��,� �---�--�- OB#:----�-- �-----�---- wlding d signerd.For ge eral gwdance�eg�g the Wind Speed:85 B Y' 1\l�l �racing,consult'Bracing of Hood tnasses"aveilable DDRFSS: —�--- - .__ �rom the Truss Plate Institute,Sg3 D'Onifrio Drive: LL DEFL:[J240 �Gfa35on,'W'f53T i 9------ --�------- -� — -.�L