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3202 B 2 Car/Fur in Attic rea < e �_ __ __ 39-00-00 _ . i � 18-00-00 _ �. o - -' � 4 �� o ° - o O N �+ aiz v nz __ _ _ - - ti _ � _ _'" "__ " _ � � c0 1� . (p N ._..V M (V O O O O O O O p O O O O O O O O O O O O' ' S�� O �gQy L�1 S02 - A�- - 0 _ q 0 4 _ m 0 0 r� o = o o � 8/12 /12 � ��p o 0 QC �� _�.._ � 7 0 � O � 0 '_ � _ /� -__ _._.---.- - -- � OVERFRAMING BYQTFtER�-'_ )-H 26 -0 --�_- --_ _ 0 _'- _._ � szs "' anz � nz (2)-MU 6 0 -- o � � �o � __ _ -_.:-� ---- °m � _ _ _ o. _o e�iz D02 12 + o B — q E D01 � .. 4 o - N 04 0 4 < a EO � y � I _ 1 _ � 03 � � - EO-- __. 1110 ___. __ --- �.- ~ E02 ' --_ _�� o � � :. - .-.� _"'-- � N BLOCKS �GARAGE� � -":__ _ (720)-Vent Blocks v�2 E01. �v� H,ar�cERS — � =Truss left end indicator. ' (2)-Hus26 ' _.5-09-08 � (2)-MUS26 t��::.� (3)-LUS26 _.. � 6-06-00 _k_ 11-07-00__.__� �� --._.- ._ �. � 22-00-00 ___ � 5-00 0_0___� __ 12 00-00 � � � 39-00-00 __ _ _ i ._ ._._ .-------� -- --. _.._ -____ . ..---._-___._ . . — 20815 67th Ave NE �THIS IS A TRUSS PLACEMENT DIAGRAM ONLY ��''� These trusses are designed as individual building Arlington, WA 98223 � components ro be incorporated inro the building design � at the specitication of the building designer. See the Phone: 1-360-925-4155 individual design sheets for each tmss des�gn identified __ _.. ._-_-_- _--_ ___-.__ .. _-.__. -___ __.- ..--.- --------------- � on the placement drawing. The building designer is --- �su«uea: Freestone Deschutes River high DATE: SCALE: responsible for temporary and permanent bracing of the 2014 roof and tloor system and for the overall structure. The 1 ' design of the tmss support strucmre including headers, ---- -- -- - . _-__. �_---- .._ — PRO.IECT: 32OZ�B 2 CBfIFUr IIl AttIC Ir@8 � DRAWN BY: � �- � JOB#: beams,walls,and columns is[he responsibility of[he ►"i Aaron Reyes B130811 building designer. For general guidance regarding ___ bracing, consult 'Bracing of wood husses" available ADDRESS: � � from the Truss Plate Institute, 583 D'Onifrio Drive; , ,WA 98501 Ntad�so�,wt s�»9 , TM ENG/NEER/NG ccc DrJ Engineering, LLC (FKA: DrJ Consulting,LLC) 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 81308811 MiTek 20/20 7.3 3202 B 2 Car/Fur In Attic/rea 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• I8492014 thruI8492037 My license renewal date for the state of Washington is May 18, 2016. Important Notice:The accuracy of the Truss Design Drawings relies upon:All truss and component designs utilize manufacturer published connector(i.e.truss plate,etc.)design values and American Lumber Standards Committee (ALSC)approved rules-writing agency lumber design values(where Southern Pine has been specified,those design values are as tabulated in Southern Pine Inspection Bureau Grading Rules 2002 Edition Supplement No. 13).Lumber design values correspond with the grade stamp prior to cross cutting as(a)approved by the Board of Review of ALSC (b)tabulated and footnoted by the applicable rules-writing agency using a published effective date,(c)approved and published by the American Wood Council for use in the NDS engineering equations for the design of structures using lumber,and(d)referenced in the latest edition of ANSI/TPI 1,Section 6.3. �� r�� a�� `�� ' �� : � � � �� July 17,2014 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI L The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. �..w... ...........��.. , � Job Truss Truss Type Q Ply 3202 B 2 Car/Fur In Attic/rea 18492014 g�gpgg�� qp� CALIFORNIA GIRDER 1 � 3 Job Reference��fional� -- - - -__ -- _ - - - - - ProBuild Adinglon, Adington Washington 7.430 s Od 14 2013 MiTek Industries,Inc. Wed Jul 16 1029:44 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVaS-Wp6pFwAJkvD1 IixLs4DijORZTw29yMwfIOGmVDyxV�M/L -41-0�-_.. 5�-12- -..6��-- 11-0-0 11-1.�12 16-10-12--�19-6-0 f.._22-1-8 �.. __27-10-6 -,_�_.___33-4-�. - 3�-7�4-----39-Qr� -4'0.� 1-0.0 5-4-12 0-7-0 5-0-0 0-1-12 5-9-0 2-7-4 2-7-8 5-8-14 5-t-10 0-7-4 5-4-12 �0-0 Scale=1:70.7 i 119-�---Sx� - 4 � 5x8 \� 22 4 � x8 = 8x16 � px4 I I 4x8 = 2x4 I I 6x10 �/ 6.00 j 12_ 10 c 10 d� 3 -_. 8 � nzi 8._rsa � �� rsa _� � � 11 ° — - � - - a 51 - 71 81 916 - 10 5 _ 11' 4 3 12 � c�� 2 g�_ �. _._- --- -�� -- --- ��- - - 219--- -- -_ t3 � - � .-� -- --- --- - __. . _ ..._ --. _ __ _._ -.__._ -__.._ .- -__. - "... I 4x6 - 2023 19 18 17 16 24 15 2514 4x8 = 2x4 I I 4x10 = 2x4 I I 8x16 MT20H -'3x10 I I 4x12 -= 2x4 I I 5-4-12 11,1-12 16-.10-12 19-6-0_ .22-t-8_ 27-10-6 33 7,4 39-0-0_ 5-0 12�r 5-9-0—� --�� -�f —� �-—�� -- -� ... _-_5-9-0 --- 2-7� 2-7-8_- 5-8-14 -_.-- 5�-14 _. ._ 5-4-12 - _ Platg Offsets X Y�7L0-9-1_5 0�4-5],[12:0 4 0,0-1-15j� 15:0-2-12,0-2-0 17__:0-8-0,0-4-8L___ __ _ _— _ ___ _. -- - 1 - - - _ _ -- - -- - -- - - -- -___ LOADING(ps� I SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15� TC 024 Vert(LL) -0.41 16-17 >999 240 � MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.44 Vert(TL) -0.85 16-17 >546 180 MT20H 139/111 BCLL 0.0 ` Rep Stress Incr NO WB 0.56 Ho2(TL) -0.14 2 n/a nla BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:690 Ib FT=20% — -- -- -- _ _ LUMBER BRACING TOP CHORD 2x4 HF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 3-6,6-11:2x6 DF 2400F 2.OE 2-0-0 oc purlins(6-0-0 max.):3-11. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std'Except' JOINTS 1 Brace at Jt(s):5 11-15,9-15,7-19,3-19:2x4 HF No.2 REACTIONS (Ib/size) 12=4686I0-5-8 (min.0-2-9),2=4108/0-5-8 (min.0-2-4) Max Ho2 12=66(LC 7) Max Uplift12=-334(LC 9),2=-220(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-10038/769,3-21=-8272/612,5-21=-8272/612,5-6=-8272/611,6-7=-8 2 7 216 1 1, 7-8=-18930/1342,8-9=-1 89 30/1 34 2,9-10=-16227/1193,10-11=-16227/1193, 2-3=-8657/582,3-22=-32161226,4-22=-3201/282,4-7=-3301/273 BOT CHORD 2-20=-485/7724,20-23=-491/7721,19-23=-491/7721,18-19=-1231/17296, 17-18=-1209/17282,1 6-1 7=-1 38611 9673,16-24=-1386/19673,1 5-24=-1 3 86/1 9673, 15-25=-706/8968,14-25=-70618968,12-14=-70018974 WEBS 11-15=-521/7985,10-15=-764/204,9-15=-3775/225,9-16=-0/1761,9-17=-1155l100, 8-17=-441/71,7-17=-190/2210,7-19=-6982/556,5-1 9=-4 111 96 2,3-19=-264/3684, 4-5=-83/2181 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 oc. � Webs connected as follows:2x4-1 row at 0-9-0 oc,Except member 9-16 2x4-2 rows staggered at 0-6-0 oc. �,�� , 2)All loads are considered equa�ly applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply � �"�,,� connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. � �"�� ,�, 3)Unbalanced roof live loads have been considered for this design. �` '� �`�+ 4)Wind:ASCE 7-10;VuIt=110mph(3-second gust)VpRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; � �� MWFRS(envelope);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. 6)All plates are MT20 plates unless othervvise indicated. 7)This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. �` 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. � �� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 334 Ib uplift at joint 12 and 220 Ib uplift at � joint 2. 10)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. �UIy �7,2014 G�ddt�i�lla�9r��l�p end with 6-0-0 end setback. WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Produds"form.Verify design paramelers and read notes on this Truss � Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connedor plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibiliry for the design of the single iruss component depicted herein.The design assumptions,loading conditions,suitabiliry and use of ihis component for any particular , building is the responsibility of the Owner,ihe Owner's authorized agenl or the Building Designer per ANSI/TPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stabiliy bracing.Additional temporary resirainVdiagonal bracing to insure stability during conslruction is the responsibility of the truss installer. Additional permanenf building stability bracing of the overall sirucWre is the responsibility of the Owner,the Ownefs authonzed agenl or ihe Building Designer,per the IRC,ihe IBC and ANSI(fPl 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral resireint and diagonal bracing,consWl the latest edition of lhe EryyG/NEER/NG uc IRC,the IBC,ANSIlTPI t,ihe BCSI summary sheets,and/or BCSI(8uilding Component Safery Information)available from SBCA at ewiw.sbcindustry.com and any related installation information supplied in the jobsile package.The truss designer or truss design engineer(also de(ned as a specialry engineer)is NOT ihe Building Designer of the building. . i � — — — Job TNSS�� Truss Type Qty Ply 3202 B 2 CadFur In Attic/rea 18492014 B1308811 �A01 CALIFORNIA GIRDER �� 3 Lb Reference�o�onalZ___ _ __ —� — -- - --- --- — -- — - ProBuild Arlington, Arlinglon Washington 7.430 s Od 14 2013 MiTek Industries,Inc. Wed Jul 16 10:29:44 2014 Page 2 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-Wp6pFwAJkvDllixLs4DijORZTw29yMwfiOGmVDyxV�M/L NOTES 12)Graphical purlin representaGon does not depid the size or the orientation of the purlin along the top and/or bottom chord. 13)Hanger(s)or other connection device(s)shail be provided sufficient to support concentrated load(s)368 Ib down and 92 Ib up at 33-5-8,and 368 Ib down and 92 Ib up at 6-0-0 on top chord,and 1540 ib down and 78 Ib up at 22-1-8,and 890 Ib down and 45 Ib up at 26-10-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:11-13=-70,7-11=-132,1-3=-70,3-22=-70,4-22=-132,2-12=-30(B=-14),4-7=-132 Concentrated Loads(Ib) Vert:11=-315 16=-1540(B)21=-315 24=-890(B) WARNING-Please thoroughly review lhe"Customers Acknowledqement of ProBuild Standard Tertns for Manufadured Producls"form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reterence Sheel(rev.03-14)before use.Only MiTek conneclor plates shall be used for this truss design drawing to be valid. This truss design drewing indicates acceptance of responsibiliry for the design of the single Vuss component depicted herein.The design assumptions,loading conditions,suitability and use of this componeM for any particular , I building is the responsibility of the Owner,lhe Owners authonzed agent or ihe Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members I are for compression buckling only,not for builtling stabiliry bracing.Additional temporary restrainVdiagonal brecing to insure stability during construction is the responsibiliry of the truss installer. Additional permanent building stability bracing of the overell structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per ihe IRC,the IBC and ANSI/TPI t. Por general guidance regarding design responsibilities,fabncation,quality control,storoge,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the ' ENG/NEERING LLC IRC,the IBC,ANSIITPI 1,the BCSI summary sheels,and/or BCSI(Building Component Safety Intormation)available from SBCA at�nnvu�sbcindusiry.com and any related installation infortnation j supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialry engineer)is NOT the Building Designer of the building. �. . . . . �� , � - --- Job Tfuss Trtlss Type Qty Ply ��3202 B 2 CadFur In AtGc Irea 18492015 81308811 A02 Califomia � � __Job Reference(optiona� ___ _ _ - -- __- _ _ _ . . ProBuild Adington, Adington Washington 7.430 s Oct 14 2013 MiTek Induslries,Inc.Wed Jul i6 1029:46 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-SCDagcCaG WTl??5kzVGAoRXmUjjUQB9yDilta6yxVNNJ -1-0-9 ._6�8-7 ___ 73-'�1_ 11-0-0 _._�13-1-13�__ 19-6-0 ___- � -. _25-10.3 --__-�- -31-8-5 _3?�3 9 _..39-0-0 _.. 0-0-�1 ) �-0-0 6-5-7 0.7-4 3-8-5 2-1-13 6-4-3 6-0-3 5-10-2 0-7-4 6-8-7 -0.0 Scale=1:71.1 5x6 = 5 2x4 I I Sx10 \� 74x8 _5x6 � qx8= 2x4 II Bx8 �/ 6 9 10 11 6.00 12 3 �' ---�-��_rsz� � ____.a r� _ _ 7 _ _— � �t`� 61 1 � 1 5 - 11 4 �y � �1 2 _ _.__�t6---._ � _. --- � -'---��---- -- :. —121F __ . _. _.__ 'Z 13 q 0 - -- -- - __._ _°.._ —_— - -- � - ---� --__ _- -- ._— __._ [d 3x10 - 18 17 18 15 '14 3x10 - 2x4 II 4x12 = Sx12 MT20H -- 4x12 - 2x4 I I �._ 6-8,7 13-1_13 19-6-0 ._ 25-10-3 .32-3-9 39-0-0 i- --—�- -- --�— -� 6-8-7 6-5-6 6-4-3- -- 6-0�3_— — 6-5-6 —._._ ..6-8��- --_.__ _ --- -— — Plate Offsets�X,�LO-10-0 0-0-10], 11 0 3-0�0-2-4]� 1f 2:0-10-0�0-0-101 [16 0-6-0 0 3-4] _ _ __-— _- — _ _____— __ _ _ - - - -- ____ __ - — - _ _ LOADING(ps� r SPACING 2-0-0 J CSI DEFL in (loc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.78 Vert(LL) -0.37 16 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.45 Vert(TL) -0.78 15-16 >591 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr YES WB 0.90 Horz(TL) -0.19 2 n/a n/a BCDL 8A � Code IRC2012/TPI2007 (Matrix) Weight:190 Ib FT=20% --- - - ----- _ .� ___ -- -- -- --- - - -- --�-- __ -- — ---- -- LUMBER BRACING TOP CHORD 2x4 HF No2`Except' TOP CHORD Structural wood sheathing directly applied or 2-3-2 oc purlins,except 3-8,8-11:2x6 DF No.2 2-0-0 oc puriins(3-3-10 max.):3-11. BOT CHORD 2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 HF Stud/Std JOINTS 1 Brace at Jt(s):6,4 REACTIONS (Iblsize) 12=1743/0-5-8 (min.0-2-14),2=1743/0-5-8 (min.0-2-14) Max Horz 12=-62(LC 8) Max Uplift12=-77(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 11-12=-3278/672,3-4=-4017/935,4-6=-4017/935,6-8=-4017I935,7-8=-40171935, 7-9=-4248/947,9-10=-4345/939,10-11=-4345/939,2-3=-3271/696,3-5=-330/79, 5-7=-323l77 BOT CHORD 2-18=-510/2840,17-18=-51212834,16-17=-904/4905,15-16=-904/4905,14-15=-491/2843, 12-14=-48812849 WEBS 11-14=0/257,11-15=-319l1696,1 0-1 5=-40211 4 3,9-15=-630/148,9-17=-875/139, 6-17=-302/141,3-17=-304/1702,3-18=0/258 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enciosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0-0 wide will �� ^�� fit between the bottom chord and any other members. �, 7)Provide mechanical connection(by others)of truss to bearing plate capable of wdhstanding 77 Ib uphft at jant 12. �#;^ �+ �'� 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced �,� standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard "�" � � ��'�. July 17,2014 WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Verify design paramelers and read notes on this Truss I Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used(or this truss design drawing to be valid.This truss design drawing indicates I acceptance of responsibility for the design of the sin9le truss component depided herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is ihe responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSIlTPI 1. Lateral restreint designations shown on individual web and chord members are for compression buckling only,not tor building stability bracing.Additional temporery restraintldiagonal bracing to insure slability during construction is the responsibility of the truss installer. Additional permanent building stability brecing of lhe overall structure is ihe responsibility of ihe Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and I ANSIliPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latesl edition of the TM IRC,the IBC,ANSI/TPI t,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at vnNw.sbcindustry com and any related installation infortnalion I ENG/NEER/NG LLC supplied in ihe jobsite package.The Wss designer or W ss design engineer(also defined as a specialty engineer)is NOT lhe Building Designer of ihe building... _ _ _____ _ L _ � f Job Tnlss� Tnlss Type Qly Ply 3202 B 2 CaNFur In Atlic/rea 18492016 �81308811 A03 Califomia 2 � � _ _- - _.——____- _—_ __ Job Reference_(o t�ional�_ _ - -- ProBuild Adinglon, Adinglon Washington 7.430 s Od 14 2013 MiTek Industries,Inc.Wed Jul 16 10.29.46 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-SC DagcCaGWTI??SkzVGAoRXozjekQluyDilta6yxVWVJ -1�_-_-,- 4-11-5 9-6-12 9-10 15_ 16-2-0 22-10-0 _ 29-t-t_ 2 -4 34-0-11—-- 39-0-(1 _.__0- � rT - —_F -- — 1-- - -�-- �--- 1-0-0 4-11-5 4-7-7 0-03 63-1 6-&1 6-3-1 0-4-3 4-7-7 4-11-5 � -0-0 Scale=1:69.7 7x10 MT18H i 7x10 MT18H - 3x8 = 2x4 II 8.00 12 4 . r� __�4. r�s _�-4Y¢----� 8 �---_�' Sz' ... yc4 � 2x4 % 0 3 5-1 8 v � 1 5 1 8- 7 �'� d � � � 2 9 10 co � ___::--�� _--.-- -- -__. — :." [} �1 _..-- --- - -� - d —- —___— —..- --- ____ 4x8 - 15 14 13 12 11 4x8 = 3x8 . �.,.�,�. .�......�.-- .....,�.-.�.. � , Job Truss Trtiss Type Qry Ply 3202 B 2 cadFur In Attic/rea 18492017 81308811 A04 Califomia � � Job_Reference(optiona� ____ ProBuild Adington, Adington Washinglon � 7.430 s Od 14 2013 MiTek Industries,Inc.Wed Jul 16 1029:48 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-OaLK5H Dqo8jSEJF65wletscBsXJbu77Fg0E_e?yxVWVFi V'I_0�(-__.. 5-73__- - ..10-10-7 _ 11 -11 15-0-15 19-&-0 43-11-1.___ 278-5 2 -1 9 __33=4-13 39-0-0 --..... 0-0- _ �� - �— — -i- � - -�� --- 1-0-0 5-7-3 �� 53� 0-5� 3-9-4 4-5-1 4-5-1 3-9-4 0-5-0 53-4 5-7-3 -0-0 Scale=1:69.7 5x6 ! 3x4= 2x4 I� 3x4 = Sx6� 4 �� 6 7 � 8.00 r12 _— 3x8% 3x6 � 3 9 o � � � 41 5 1 7 � � � u> 31 - 91 ; / � 10 - -- �1 — __- -- . 4 ._--—. -- -- �Y � -- ---- — ._- -- —.. —_.__._— __ _.__ _ _...— - o - ° 4x8 — �6 15 17 18 14 19 20 13 12 4x8 - 2x4 I I 3x8--- 5x8= 3x8 = 2x4 I I @-7-3 _10-10-7 _ 19-6-0_ __ ____ 28-1-9 _ 33-4-13_ 39-0-0 -� � —�. . —� ... � � � � 5-7-3 5-3-4 $'�-9_..-- -.—. 8-Z-9_. .- 5'3-4 -- -5-7-3- ----- - . _. _. _Plate Offsets�X l�' -�2:0-0-0 0-0-4�L0_Edge 0-0-4]��14:0-4-0 0-3-4� _ _ _ _ _-_ -_ - _- - -_— —__ __ _. __-- _ — _ __ _ _ - - _ - - — — �_ — LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.47 Vert(LL) 0 30 13-14 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.86 Vert(TL) -0.70 13-14 >664 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.23 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 � (Matrix) � Weight:166 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(3-1-1 max.):4-S. WEBS 2x4 HF StudlStd BOT CHORD Rigid ceiling directly applied or 8-0-10 oc bracing. REACTIONS (Ib/size) 2=1743/0-5-5 (min.0-2-14),10=1743/0-5-8 (min.0-2-14) Max Horz 2=61(LC 9) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3210/668,3-4=-2832/624,4-5=-2492/600,5-6=-3114/704,6-7=-3114I704, 7-8=-2492/600,8-9=-2832/624,9-10=-32101668 BOT CHORD 2-16=-489/2769,15-16=-48912769,15-17=-437/2842,17-18=-437/2842,14-18=-437/2842, 14-19=-437/2842,19-20=-437/2842,13-20=-437/2842,12-13=-489/2769, 10-12=-489/2769 WEBS 3-15=-367/157,4-15=-121/843,5-15=-767/145,5-14=-23/394,6-14=-326/124, 7-14=-231394,7-13=-767/145,8-13=-121/843,9-13=-367/157 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced �j�� standard ANSI/TPI 1. �� '�e 7)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �„�� y�`+''� ��°��, LOAD CASE(S) Standard �' � � � � � July 17,2014 WARNING-Please thoroughly review ihe"CUStomer's Acknowledgement of ProBuild Standard Terms(or Manu(adured Products"form.Verify design parameters and read noles on this Truss Desigo Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This iruss design drawing indicates � acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading condilions,suitabiliry and use o(ihis component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI t. Lateral restraint designations shown on individual web and chord members are for compression buckling only,nol for building stability brecing.Addilional temporary restrainUdiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is lhe responsibiliry of the Owner,the Owner's authorizetl agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For generel guidance regarding design responsibilities,fabrication,quality control,storage,delivery,ereclion,lateral restreint and diagonal bracing,consult the latest edition of the *"' IRQ the IBC,ANSIlTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at waw sbcindustry.com and any relaled installalion infortnation ENG/NEERINGuc supplied in the jobsite package.The truss designer or truss design engineer(also def ned as a specialty engineer)is NOT the Building Designer of the building. .�,...,�.,.,,.. _ ��,4. � Job Truss TfUSS Type Qiy Ply 3202 8 2 CadFur In Attic/rea 18492018 B1308811 A05 Califomia 2 � _ _ __Job_Refetence�o�tional�_ ___ ___— ProBuild Arlington, Arlinglon Washinglon 7.430 s Ocl 14 2013 MiTek Industries,Inc.Wed Jul 16 10:29:49 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-snviidESZRrJsTqJeeptQ39J IxhMddXOvgzXBRyxNM/G -��— 6-7-3 —-��--- 12-10-7 �-�t�-- 19-6r0. —. �._.__ _25-8-5_. ._.._2G-1�_9 32-4-1_3 --�--�--__ 39-0-0 -. _ �-�'Q 1-0-0 6-7-3 6-3-4 05� 6-2-5 6-2-5 0-5-4 6-3-0 6-7-3 � -0-0 Scale=1:69.7 6x10 = 2x4 I I 6x10 = 4 5 _- rsa �q a � 6a � _ I 6.00 i 12 3x8 % 3x6 � 3 � d � 4 1 1 6-� 05 r � � � _ 71 8 �� 2 � - -- - -- 9 I`�1 �, -- --- -- —- — 0 4x8 = 14 13 �5 12 �8 11 10 4x8 = 2x4 II 3x4= 5x8= 3x4= 2x4 I I 6 7 3 1_2-10-7 19-6-0 26-1-9____ 32-4-13 39-0-0 F--==� - -� -- �_ --�----- ---i 6-7-3 --6'3-4 ----- -6-7-9 ---6 7�9�--- ---- -- 6-3-4- _... . ._ _ 6-7-3 .. . _Plate Offsets_�J�LO_0-0 0-0-4 4:0-5 11 Edge] 6f .0-5-11 Edge�[8:0-0-0,0-0-4 12;0-4-0 0-3-0]__ ____ ___. ____ __ __ _ ____ ___ ___ __ - - - _ -__ - --- - -- - - - _ _�-_ LOADING(psfl SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.24 12 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.76 Vert(TL) -0.52 11-12 >881 180 BCLL 0.0 ` Rep Stress Incr YES � WB 0.54 Horz(TL) 0.21 8 n/a n/a BCDL 8.0 Code IRC2012fTP12007 �_ (Matrix) Weight:163 Ib FT=20% _ __. - -- --- -- _ _ --- ___ i- - - _ __ __-- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-9 oc purlins,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(3-1-10 max.):4-6. WEBS 2x4 HF Stud/Std*Except` BOT CHORD Rigid ceiling directly applied or 8-0-8 oc bracing. 4-12,6-12:2x4 HF No.2 REACTIONS (Ib/size) 2=1743/0-5-8 (min.0-2-14),8=1743/0-5-8 (min.0-2-14) Max Horz 2=71(LC 9) Max Uplift2=-8(LC 10),8=-S(LC ti) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3221/675,3-4=-2703/619,4-5=-2663/652,5-6=-2663/652,6-7=-2 7 0416 1 9, 7-8=-3221/675 BOTCHORD 2-14=-485/2771,13-14=-485/2771,13-15=-311/2312,12-15=-31112312,12-16=-311/2312, 1 1-1 6=-31 11231 2,10-11=-485/2771,8-10=-485/2771 WEBS 3-13=-523/196,4-13=-30/409,4-12=-67/572,5-12=-473/159,6-12=-67/572, 6-11=-30/409,7-11=-523/196 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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 Ioads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. ��,��'l�j ��, 6)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 8 Ib uplift at joint 2 and 8 Ib uplift at joint 8. � �� ^�y� 7)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced „� � �,,� standard ANSI/TPI L '�C` � � 8)Graphica�purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �,� � LOAD CASE(S) Standard �9C` � � � � "� July 17,2014 WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drewing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drewing indicates acceptance ot responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,ihe Owner's authorized agent or the Building Designer per ANSIITPI 1. Lateral restrainl designalions shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainUdiagonal bracing to insure stability during construction is the responsibiliry of ihe lruss inslaller. Additional permanent building stability bracing of the overall structure is the responsibility ot the Owner,the Owner's aulhorized agent or ihe Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal brecing,consult the latest edition of the '"` IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,andlor BCSI(Building Component Safety Information)avatlable from SBCA at w�wv sbcindustry com and any related installation in(ortnation '� ENC.7�NEER��7 LLC supplied in the jobsite package.The iruss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of ihe building. �,. � , , --- Job Tnlss Tnlss Type Qty Ply 3202 B 2 CarlFur In Attic/rea 18492019 �1308811 A06 Califomia Z 1 � ____ ____ Job Reference(optio_na�___ ___ ProBudd Adington, � Adington Washmgton � � � � 7.430 s Oct 14 2013 MiTek Industries,Ina Wed Jul 16 1029:50 2014 Page 1 ID:oobBpBCXxtt_MuCC7GXpKHyzVQS-KzT5VzF4KIzATdPVCLK6zHhVsK_JMSvX8Kj5jryxNNVF -�1-Q-9—____ 7-11-5_.....___ �__.__. 15�-12_ 15-�-11§ 19-&-0 _. �. _23-1-1___23Y`�4_ _.. _31-0-11 -_� _.. . 39-0=Q-- ---��'Q 1-0-0 7-11-5 7-7-7 0-4-3 3-7-1 3-7-1 0�3 7-7-7 7 11-5 1-0-0 Scale=1:69.4 7x10 MT16H % 7x�0 MT18H � 3x4 = 4 �---�-- � 6.00 12 3x6 % 3x6 � 0 3 5-1 11 7 � v o � � m � � i� �- i � 1 �� 8 v?1 __ . —.__—_— — 9 M � .—�-1� __... _ - ..- __-__.___ a_„ ___— . �d 3x10 - 14 13 15 12 18 11 10 3x10 - 2x4 I I 3x8 �-� 3x12 MT18H - 3x8 = 2x4 I I 7-11-5_ 15-6,12__ 23-5-4 31-0-11 39-_0-0 _ � 7-11-5 . __ .Z-�-� —� 7-10� 7-7-7 ---.. .__._ ��-- . ._7115. __—� . _ _Plate Offsets�X l,�';,[2:0-10-0 0 0 6j,j4;0-2-15 EdgeL G6_0-2-15 Edge1 j8:0-10-0 0-0-�__ ___ __ _ __ _ .__ ____ _ _ _ ___ - _ -- � ._-- --- _ —_ . -- - ------- - ---- T LOADING(ps� i SPACING 2-0-0 CSI DEFL in poc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 Vert(LL) -0.30 11-13 >999 240 MT20 1851148 TCDL 10.0 Lumber�ncrease 1.15 BC 0.84 Vert(TL) 0.59 11-13 >785 180 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES WB 027 Horz(TL) 0.21 8 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:171 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 DF 1800F 1.6E'ExcepY TOP CHORD Structural wood sheathing direcUy applied or 3-2-4 oc purlins,except 4-6:2x4 HF No.2 2-0-0 oc purlins(3-5-10 max.):4-6. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. WEBS 2x4 HF No.2*Except` WEBS 1 Row at midpt 3-13,5-13,5-11,7-11 3-14,7-10:2x4 HF StudlStd REACTIONS (Ib/size) 2=1743I0-5-8 (min.0-2-14),8=1743/0-5-8 (min.0-2-14) Max Horz 2=85(LC 9) Max Uplift2=-22(LC 10),8=-22(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3130/685,3-4=-2450/601,45=-2124/595,5-6=-2124I595,6-7=-2450/601, 7-8=-3130/685 BOT CHORD 2-14=-480/2682,13-14=-480/2682,13-15=-250/2070,12-15=-250/2070,12-16=-250/2070, 11-16=-250/2070,10-11=-480/2682,8-10=-480/2682 WEBS 3-14=0/295,3-13=-730/263,413=-54/567,5-13=-298/90,5-11=-298/90,6-11=-54/567, 7-11=-730/263,7-10=0/295 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;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 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wili � ��^y� fit between the bottom chord and any other members,with BCDL=8.Opsf. ,� �� 't� �,�y 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 22 Ib uplift at joi�t 2 and 22 Ib uplift at joint �^ " yy, 8. � �,a� 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)Graphical puriin representation does not depict the size or the orientation of the purlin along the top andlor bottom chord. LOAD CASE(S) Standard � �� July 17,2014 WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Veriry design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used tor this iruss design drawing to be valid. This truss design drawing indicates acceptance of responsibiliry for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitabiliry and use ot this component for any particular . building is the responsibility of the Owner,the Owners authonzed agent or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members � are for compression buckling only,not for building stability bracing.Additional temporary resirainUdiagonal bracing to insure stability during conslruction is the responsibiliry of the truss installer. � Additional pertnanent building stability brecing of the overall structure is the responsibility of the Owner,the Ownets authonzed agent or the Building Designer,per the IRC,the IBC and ANSIlTPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the T" IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,andlor BCSI(Building Component Safety Information)available from SBCA at ww�HSbcindustry.com and any related installation information � ENG/NEER/NG LLC supplied in ihe jobsite package.The truss designer or lruss design engineer(also defined as a specialry engineer)is NOT lhe Building Designer of the building. � ..,,....� �...�...k.. ��.� , - - -- � Job Tnlss Trtlss Type �Qty �Ply 3202 B 2 CadFur In Attic/rea 18492020 81308811 A07 CALIFORNIA Z � -- - __- — ---- - Job Reference��honalZ ____ Pro6uild AAington, Arlington Washington 7.430 s Oct 14 2013 MiTek Industnes,Inc.Wed Jul 16 1029:51 2014 Page 1 ID:oobBpBCXMt_MuCC7GXpKHyzVQS-o91 TjJGi53515nzhm2rLVU Eb5kKc5UXh M_SeFJyxW WE 17-10-15 21-7d _�_0�-0--610-5 13-2-3._ 77-�-12 .»-§-.# 3'2-2 0�57.__.._�4-2 9�_._. __ 38-7-14 . ....I 69105...-__ 4-0-0 -0.1 0' 6-10-5 �-�� 6-3-14 � 4-2-9 0-142 � — 0-4-7 0-L12 5x10 � Scale=1:80.7 8.00�12 5x10 � 8 � � 3u8 � 3x6 � 5 8 3x8 % 3x8 � ° 2x4 \\ 4 9 2x4 // v � 10 ° � 3 8 �' 19 5- �- 4 8-1 1 13 20 2 21 i.---- :":_�:-- � � ?ffi�3 - - �- - — "�Z1a d� � 2xq - d 4x8 - 19 24 25 18 28 �� 16 t5 27 14 28 29 13 4x8=- 3x4 =� 4x4 - 3� = 4x4 ��'� 3x4- 2x4 I I 2x4 I I 2x4 I I 2x4 I I 18-6-0 g-1-8 _ 15-8-8 __77-4-12 20-6-0 1-7 23J-8 30-10-8 __ 39-0-0 - i �—_ s-�-e �-�-o t f-a�i i-o o_�-�-a 1-e-a� �-�-Q� _ e-�-8 --- - --- - Plate Offsets(X : 2.0-0-0 Q-0-41, 1f 1:0_0-0,0-0-4 _ _ _ _ __. __ _ - - — -- _ ( `_ _ ___ __— _- — -- --- -__ ---- - _ _.-- - - _ TCLL 25A I SPACING 2-0-0 CSI DEFL in (loc) i/defl Ud PLATES GRIP LOADING ps� i Piates Increase 1.15 � TC 0.92 Vert(LL) -0.40 18-19 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.66 13-14 >701 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.76 Horz(TL) 0.20 11 n/a nla BCDL S.0 Code IRC2012/TPI2007 (Matrix) � Weight:176 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2*ExcepY TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins,except 6-7:2x6 DF No.2 2-0-0 oc purlins(5-5-13 max.):6-7. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 9-1-6 oc bracing. WEBS 2x4 HF Stud/Std'Except` JOINTS 1 Brace at Jt(s):22,23 5-19,8-13,6-18,7-14:2x4 HF No.2 REACTIONS (Ib/size) 2=1818/0-5-8 (min.0-3-1),11=1818l0-5-8 (min.0-3-1) Max Horz 2=-96(LC S) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3414/551,3-4=-3280/579,4-5=-3192/610,5-6=-2567/487,6-7=-2071/443, 7-8=-2566/489,8-9=-3192I609,9-10=-3280/578,10-11=-3414/550 BOT CHORD 2-19=-372/2942,19-24=-172/2389,2425=-172/2389,18-25=-172/2389,18-26=-49/1979, 17-26=-49/1979,1 6-1 7=-4911 979,15-16=-49/1979,15-27=-4911979,1427=-49/1979, 14-28=-173/2388,28-29=-173/2388,13-29=-173/2388,11-13=-372/2942 WEBS 3-19=-388/231,5-19=-194/683,5-18=-725/282,8-14=-726/282,8-13=-191/684, 10-13=-388/231,6-1 8=-1 1 018 7 9,7-21=-113/878,14-21=-1321868 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=llomph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)150.OIb AC unit load placed on the bottom chord,19-6-0 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 wdh any other live loads ��,, j� �c� 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 � �� ti��^�, fit between the bottom chord and any other members,with BCDL=8.Opsf. .°,,�ts�, 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced �°� ;'" �' 'c standard ANSIITPI 1. �.� 8)Graphical purlin representation dces not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard � � �� ,�,+� July 17,2014 WARNING-Please thoroughly review the"Customers Acknowledgement ot ProBuild Standard Tertns for Manufactured Products"(orm.Verify design parameters and read notes on this Truss Design Drawing and fhe DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for ihis iruss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of ihe single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is ihe responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI t. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stabiliry bracing.Additional temporary restrainUtliagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overell structure is the responsibility of the Owner,the Owners authorized agent or lhe Building Designer,per the IRC,the IBC and ANSIffPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the T" IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safery Information)available from SBCA at w.w✓.sbcindustry com and any related installation infortnation ENG/NEER/NGLLC supplied in the jobsite package.The iruss tlesigner or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of ihe building. .__ __ � _ ___ •� � Job Truss Truss Type Qty Ply �3202 B 2 CadFur In Anic/rea 18492021 81308817 A08 DBL FINK 3 � _ ___ _ _� Job Reference{oQtiona�_ ___ _ ProBuild Arlington, Arlington Washington 7.430 5 Od 14 2013 MiTek Industnes,Inc.Wed Jul 16 1029:53 2014 Page 1 ID:oobBpBCXxtt_MuCC7GXpKHyzVQS-IY9D8?HzdgLIK474tTupavJz4Y01 ZOC_qIxlKCyxVWVC zo-s-o '.0-_p &10-¢ 13-23 _ _ 18-6-0 7�"6-¢ 25-9-13 __ ___32-1-11____. _ 39'0'0 ___ 4�-0' �-0.0 6-10-5 f..... E3-13 � � �5-3-13 1-0-0 3-13 I 63-13 ~ 6-10-5 1-0. 1-0-0 Scale=1:87.3 3x6 = 6.00�2 3x8! 3x8� 6 7 8 3x6� 3x8 � 3x8% 5 - 9 3x8 � q 10 � 7x4 \\ 2x4 �/ d 3 _g 11 0 5- 8- 5 9- 1 14 21 �'� Z --- ._--2_� 4� 3�.- -- --22 --- 12 �3 _. qI -- — -- . -:--- --- 2x4�=-- --�i2=1�- :_.-.--__ o � 4x8— 20 25 26 �9 27 18 17 �s 28 15 29 30 14 4x8 = 3x4 =- 4X8 3x8 = 4x4 = 3x4 -- 2x4 I I 2x4 I I 2x4 I I 2x4 I I 8 1 8 15-8-8—_ 18-6 0 20,6-0 23=3-8.-__ . 30-10-8 39-0-0 � --�— -- � -I- �- - f --� - --� 8-1-8 7-7-0 2 9 8__2-0 0 _2_9-8__ _ 7'7'0 _- ___.. _..___ 8-1-8 ._. Plate Off_sets(X,l�: f2 0 0-0 0�0-4]�[/:0-3-0 Edpel,f12:0-0-0 0-0-41_ _ _ _ _ ___ - _ _-. __-. .-__ __-_ --- -__— _ -_ _ - - -- -- -_ -- --- _ _ � LOADING(ps� SPACING 2-0-0 CSI � DEFL in poc) Vdefl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.30 19-20 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.84 Vert(TL) -0.64 16-18 >727 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.20 12 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:176 Ib FT=20% __--L - -- _ _ ---- -----J----__ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directiy applied or 9-0-0 oc bracing. WEBS 2x4 HF Stud/Std'F�ccept' JOINTS 1 Brace at Jt(s):23,24 5-20,6-19,8-15,9-14:2x4 HF No2 REACTIONS (Iblsize) 2=1818/0-5-8 (min.0-3-1),12=1818/0-5-8 (min.0-3-1) Max Horz 2=106(LC 9) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3421/563,3-4=-3287/605,4-5=-3187/621,5-6=-2583/509,5-9=-2582/510, 9-10=-3187/621,10-11=-3287/604,11-12=3422/562 BOT CHORD 2-20=-382/2948,20-25=-186/2402,25-26=-186/2402,19-26=-186/2402,19-27=-44/1894, 18-27=-44/1894,17-18=-44/1894,16-17=-44/1894,16-28=-44/1894,15-28=-44/1894, 15-29=-187/2401,29-30=-187/2401,14-30=-187/2401,12-14=-382/2948 WEBS 3-20=-381/228,5-20=-190/676,5-19=-714/296,6-19=-126/927,8-22=-129/926, 15-22=-148/917,9-15=-715/295,9-14=-187/677,11-14=-381/228,6-8=-2079/574 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)150.OIb AC unit ioad placed on the bottom chord,19-6-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will • � flt between the bottom chord and any other members,with BCDL=B.Opsf. ,�� ,�j�, 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced �^�,, standard ANSI/TPI 1. �,�,� �'�� °�'�y � LOAD CASE(S) Standard � �+ . � � � ,�� E y July 17,2014 WARNING-Please lhorouqhy review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufaclured Products"form.Verify design paramefers and read notes on this Truss Design Drawing and ihe DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used tor this iruss design drawing to be valid. This truss design drawing indicates acceptance o(responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this componenl for any particular I building is the responsibility of the Owner,the Owners authorized agenl or ihe Building Designer per AN51(fPl 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restraintldiagonal bracing to insure stability during construction is lhe responsibility of the truss installer. Additional pertnanent building stability bracing of the overall slmcture is the responsibility of the Owner,the Ownefs authonzed agenl or the Building Designer,per the IRC,the IBC and AN51lfPl 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restreinl and diagonal bracing,consult the latest edition of ihe �yG/NEER/NG LLC IRC,the IBC,ANSIlTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at ewwv.sbcindustry.com and any related installation infortnation supplied in the jobsite package.The truss designer or truss design engineer(also defned as a specialty engineer)is NOT the Building Designer of the building. �. . -.,.....�...... , __ � Job Truss Tnrss Type Qty Ply 3202 B 2 CadFur In Amc/rea� 18492022 �1308811 A09 Califomia > > � __ Job Reference�pUonal� __ _ - - - -- - - -- - -- -- - ProBwld Arlington, Arlington Washington 7.430 s Oct 14 2013 MiTek Industnes,Inc.Wed Jul 16 10:29:54 2014 Page 1 ID:oobBpBCXxtt_MuCC7GXpKHyzV QS-DkibLLlbO_TcyEiGRBP277s6UyLFIr173yhl.sOeyxVNNB -q-Q-T..._ 7�-12_ _7-10-1r�23-9 +._- 17-1-3_-- +-..21-10_13 _. ...�-- 26=8-7...� _31-1-1 3-�74_._ 39-0-Q_-�40-Q-9 �-0-0 7-4-12 Ol3 411-10 4-9-10 4-9-10 4-9-10 4-4-10 0-6-3 7-0-12 1-0-0 Scale=1:70.8 8x8 % 2x4 II 4x8 = 2x4 II 4x8= 4x8 = 5x10 � 6.W�2 3 q 5 6 � 8 9 1 1 - � --��-- � � � _ _ � ___� �___ , -- ��- � & 1 1 � 81 1 1 d 10 , d`�� Z — -- �-15- _ —___� _ _ rm-� - -_ ----_______ _ -- - _ _— --- __. �1 �d d -- ---- 4x8= 18 17 16 15 14 13 12 4x8 = 2x4 I I 4x10 -- 2x4 I I 3x12 MT18H _ 2x4 I I 3x8 �_- 3x10 = 7-4-12 _ 123,9 17-13 _ 21-10-13_ _26-8-7 317-4 ---__39-0-0 _ �— �- �-- -�- � —� � --I 7-0-12 4-10-13.______-_- 49-10 __ 4-9-10_- -----4-9-10.__ --4-10-13 -__ .. . 7-4-12 _ _ . _..- --- Plate Offsets_(X Y): LO-0-0 0-0-�,[3;03-12 0-3-4],[10 0-0-0_0-0-4],_12:0-3-8,0-1-8�__ _ --- - _-- ---- --_ - - - - -_ _ _ --- - - ._ � __ _ _ _- - _ _ -_ __ - - _ LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.91 Vert(LL) -0.39 14-16 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.91 Vert(TL) -0.82 14-16 >563 180 MT18H 1851148 BCLL 0.0 * Rep Stress Incr YES WB 0.71 Horz(TL) 0.28 10 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) � Weight:176 Ib FT=20% ---- _- -- __- _---- —_ . �--- _ -- -- - - -�- - -- ----_ _ I _ LUMBER BRACING TOP CHORD 2x4 HF No.2*Except' TOP CHORD Strudural wood sheathing directly applied,except 3-7,7-9:2x6 DF No.2 2-0-0 oc purlins(3-6-12 max.):3-9. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-7-6 oc bracing. WEBS 2x4 HF Stud/Std WEBS 1 Row at midpt 8-12 REACTIONS (Ib/size) 2=174310-5-8 (min.0-2-14),10=1743/0-5-8 (min.0-2-14) Max Horz 2=-43(LC 8) Max Uplift2=-24(LC 7),10=-24(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3229/655,3-4=-3766/809,4-5=-3766/809,5-6=-4337/925,6-7=-4337/925, 7-8=-4337/925,8-9=-27681643,9-10=3233/655 BOT CHORD 2-18=-465/2798,17-18=-467/2792,16-17=-742/4309,15-16=-742/4309,14-15=-742I4309, 13-14=-626/3741,12-13=-626/3741,10-12=-466/2802 WEBS 3-17=-203/1395,417=-346/83,5-17=-712/143,6-14=-387/137,5-14=-148/774, 8-12=-1387/204,9-12=-74/945 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for readions shown;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 truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ��a�,�� fit between the bottom chord and any other members. �� 7)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 24 Ib uplift at joint 2 and 24 Ib uplift at joint 10. �" �� 8)This truss is designed in accordance with the 2012 International Residentiai Code secGons R502.11.1 and R802.10.2 and referenced � �� standard ANSI/TPI 1. 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard °� � �` �� July 17,2014 WARNING-Please thoroughy rewew the"Customer's Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Veriry design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03 14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This truss design drawing indicates acceptance of responsibility for the design of ihe single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility ot the Owner,the Owner's authorized agent or the Building Designer per ANSIliPI 1. Lateral resiraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporery restrainVdiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability brecing of the overall structure is the responsibility of the Owner,the Ownefs authorized ageM or the Building Designer,per the IRC,the IBC and ANSIRPI 1. For generel guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the ENG/NEER/NG uc IRC,the IBC,ANSIliPI 1,the BCSI summary sheets,anNor BC51(Building Component Safey Information)avadable from SBCA at wwrvsbcindustry com and any related installation intormation � supplied in the jobsile package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the bwlding. .�......�.�_--� � Job , Truss Truss Type Qty Ply 3202 B 2 canFur in nnic irea 18492023 81308811 A10 CALIFORNIA GIRDER � --- - - - - - 3_Job Reference optiona�_ _ _ ProBuild Arlington, Arlington Washington 7.430 s Oct 14 2013 MiTek Industries,Inc.Wed Jul 16 1029.55 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-hwG_ZhJD9HbTa0 gH�7S,?�uwHgKOStLie1 J1 HHcnQ0r05yxW WA -1-0-9. __5-4-12 __.__5-'�15 10-1-15 _� .. 14-10-0 -f- 19�-0- } ---z4-2-�__ �_ 28-10.1.�-_-.33-�-�--.'�yr-.-_. 39-�-0- --Y.-�� -0-0 5-4-12 0�-� 4-3-0 4-8-0 4-5-0 4�-0 4A-0 4-30 0�63 5�-12 1-0-0 Scale=1:70.8 Sx8 \� 8.00 12 2x4 II 4x8 = 2x4 II 8x10 -= 2x4 II Sx8 �/ 3 4 5 6 7 8 - _. � __�_.5� �_�� _ sr� __� 6a _ � .�T., � � -- � -._ - -- --- - -- � ' ' ' d 41 51 1 71 1 10 c� � �� 2 - --- --� . 11 I� � 1� ._ _ ___ __ - ._.._-._--- � ----- -- ._. _--_..-- - .. .. "---.__ ' ____ -- - d 3x8- '18�9 �7 16 15 14 13 2012 3x8 = 2x4 II 4x10 = 2x4 II Sx8 =" 2x4 II 4x10 = 2x4 II 5-4-12 10-1-1@_ 1410-0__ 19-6-0 24-2-0 2&10-1 337-0 39,0-0 - — �--- -- - - --- - � 5-4"�2 } 4-93 �----4-8-0 ±-.._4-8-0 -_ �4-8=0 �-4-8-0_. ±._.. 4-93 ._.__ 5�-12�. Plate Offsets(X Y�_j2:0-4-12 0-1-8],_�3:0-2 1,0-2-0�,L7:0-2-12,0-48]�L0-2-1 0-2-0] [10:0-4-12,0 1-8j�L0=4-0 0-3-4 _ _ _ _- - .. ___ -_ _ _ _ -_. _ _- _ - __ . _ ' - _ -__ _ LOADING(ps� � SPACING 2-0-0 CSI ` DEFL in Qoc) I/defl Ud � PLATES GRIP � � TC 0.23 Vert LL -0.42 15 >999 240 MT20 185/148 TCLL 25.0 Piates Increase 1.15 ( ) TCDL 10.0 Lumber Increase 1.15 BC 0.83 Vert(TL) -0.86 14-15 >539 180 ! BCLL 0.0 * Rep Stress Incr NO WB 0.66 Horz(TL) 0.23 10 n/a n/a BCDL 8.0 Code IRC201NPI2007 (Matrix) Weight:531 Ib FT=20% _- _ 1_ _ ----- --- ---- -- --- - ---_ --_ _ ---- ___�__ _ __ _ _ __- -- - LUMBER BRACING TOP CHORD 2x4 HF No.2`Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins,except 7-9,3-7:2x6 DF No.2 2-0-0 oc purlins(6-0-0 max.):3-9. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 10=3196/0-5-8 (min.0-1-12),2=3196/0-5-8 (min.0-1-12) Max Horz 2=32(LC 7) Max UpIift10=-224(LC 4),2=-224(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6509/568,3-4=-9044/814,45=-9044/814,5-6=-11721/1026,6-7=-11721/1026, 7-8=-9044/814,8-9=-9044/814,9-10=-6509/568 BOT CHORD 2-18=-488/5757,18-19=-493/5749,17-19=-493/5749,16-17=-935/10916, 15-16=-935I10916,14-15=-917/10916,13-14=-917/10916,13-20=-469/5749, 12-20=-469/5749,10-12=-464/5757 WEBS 3-18=0/261,3-17=-373/3899,4-17=-703/172,5-17=-2173/191,5-15=-88/961, 6-15=-741/160,7-15=-891961,7-13=-21731190,8-13=-703/172,9-13=-373/3899, 9-12=0/261 NOTES 1)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc,2x6-2 rows staggered at 0-9-0 oc. Bottom chords connected as follows:2x4-1 row at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All Ioads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply ' connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. ��,�; � ��, 3)Unbalanced roof Iive loads have been considered for this design. �"�.� 4)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; „�� , MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 +C� �`,>,� 5)Provide adequate drainage to prevent water ponding. ,�t, .� 6)This truss has been designed for a 10.0 psf bottom chord live toad nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 224 Ib uplift at joint 10 and 224 Ib uplift at � joint 2. � 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced �+� standard ANSI/TPI 1. � 10)Girder carries hip end with 6-0-0 end setback. 11)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. July 17,2014 Continued on page 2 WARNING-Please thoroughly review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Veri(y design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates i acceptance of responsibility for the design o(lhe single truss componenl depicted herein.The design assumplions,loading conditions,suitability and use of this componenl for any particular , building is ihe responsibility of the Owner,ihe Owner's authorized agent or the Building Designer per ANSVTPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Addilional temporary restrainVdiagonal bracing to insure stability during construction is ihe responsibility of the truss installer. Additional pertnanent building stability bracing of ihe overall sWCture is the responsibility of the Owner,the Owners authonzed ageol or the Building Designer,per ihe IRC,the IBC and ANSIliPI t For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult�he latest edition of the ENG/NEER/NG uc IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safey Information)available from SBCA at www.sbcindustry.com and any related installation information I supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT lhe Building Designer of the building. , _ -- - ' Job Trtlss TfUSS Type � Qty Ply 3202 B 2 CadFur In Attic/rea �gqgp023 B1308811 A10 CALIFORNIA GIRDER _ � I__ 3 JOb_REfgfBflCB(O�UOf131) _. ProBuild Adington, Adington Washinglon � � 7.430 s Ocl 14 2013 MiTek Industnes,Inc. Wed Jul 16 1029:55 2014 Page 2 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-hwG_ZhJD9HbTaOHS?uwHgKOStLie1 J1 HHcQr05yxVWVA NOTES 12)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)368 Ib down and 92 Ib up at 33-5-8,and 368 Ib down and 92 Ib up at 5-6-8 on top chord. The design/selection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-3=-70,3-9=-132,9-11=-70,2-10=-30(F=-14) Concentrated Loads(Ib) Vert:9=-315 3=-315 WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Veriy design parameters and read notes on this Truss i Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibiliry for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitabiliry and use of this component for any particular / building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per AN51/TPI 1. Lateral resfraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainVdiagonal bracing to insure stability during construction is fhe responsibiliry of the truss installer. Additional permanenf building stability bracing of the overall slructure is the responsibility of ihe Owner,the Owner's authorized agent or lhe Building Designer,per ihe IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabrication,qualiry control,storege,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the TM IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at ewnN.sbcindustry.com and any related installation infortnation ENG/NEERlNGLLC i supplied in lhe jobsite package.The truss designer or truss design engineer(also defned as a speaalty engineer)is NOT ihe Building Designer of the.building. � ' — - - - Job Tnlss TniSS Type Qty Ply 3202 B 2 CarlFur In Attic/rea _. ... �-—�-� 18492024 81308811 �� B01 Common Supported GaWe 1 � - -- -__ - - Job Reference(o�nal�. --- - ProBudd Admgton, Adinglon Washmglon 7.430 s Od 14 2013 MiTek Industnes,Inc.Wed Jul 16 1029:56 2014-Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-97qMmOKrvvbjKBYsfLcRWCYxfvlEAmvMQ WGAPwXyxWNl9 �-1-0-Q.� . .___11-0-0 ._ .�. .. __22-0-0 __ 2300 1-0-0 11-0-0 �- - -.- _ _.. ---�---I 11-0-0 � �-�-� Scale=1:40.6 4x4 - 7 6 8 6.00�12 9 5 10 4 � �- 7 1 1 1 -� 11 3 2 91 2 1 1 3 2 � �� 12 Z --- �- -- -- -� 13� - ' d d� __ . _ _ 3x4- 23 22 21 20 19 18 17 16 15 �4 3x4 -- 3x6 ' � .. ._.._. __ _ -_ _.. 22-0,0 __ .. 22-0-0 --__. --� --- � - --__-� - --.__ -_ __ .-.— . .. ..-- ... - - - - _.. .. _..- - �- -_ _ _._ — - -__. � _ . ._-- -- --- —---- _____ ___ - �----- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl Lld ? PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.08 Vert(LL) 0 00 12 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.05 Vert(TL) 0.00 13 nlr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 12 nla nla BCDL 8.0 Code IRC2012/TPI2007 1 (Matrix) i Weight:89 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing direcUy applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std REACTIONS All bearings 22-0-0. Qb)- Max Horz 2=62(LC 9) Max Uplift All uplift 100 Ib or less atjoint(s)2,19,21,22,23,17,16,15,14 Max Grav All reactions 250 Ib or less at joint(s)2,18,19,21,22,23,17,16,15,14,12 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enciosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Detaiis as applicable,or consult qualifled building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord iive load nonconcurrent with any other live loads. 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&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)2,19,21,22,23,17, 16,15,14. 10)This truss is designed in accordance with the 2012 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ��, �j �� standard ANSI/TPI 1. ,� '�¢` LOAD CASE(S) Standard "�*� �`� '� �',�� .', ,. .� �° � �� July 17,2014 WARNING-Please ihoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms tor Manufadured Products"form.Venfy design parameters and read notes on this Truss Design Drawing and ihe DrJ Reference Sheet(rev.03-14)before use.Only MiTek connedor plates shall be used for ihis truss design drawing to be valid. This truss design drevnng indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of ihe Owner,the Owner's authorized agent or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,nol for building stability bracing.Additional temporary restraintldiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional pertnanent building stability bracing of the overell slructure is the responsibility of ihe Owner,the Owner's authorized agent or the Building Designer,per the IRC,ihe IBC and ANSIlTPI t For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,laleral restraint and diagonal bracing,consWt the latest edition of the ENG/NEER/NG uc IRC,the IBC,ANSI(fPl 1,the BCSI summary sheets,and/or BCSI(Building Component Safery In(ormation)available from SBCA at�wwv sbcindustry com and any related installation infortnation supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialiy engineer)is NOT the Building Designer of ihe building. _�.. . � ...��-, , � -- Job Truss Truss Type Qly Ply 3202 B 2 CadFur In Attic/rea __ � Job_Reference{optiona�____ __ ��s2025 1 81308811 B02 Common 3 � _._ - ProBuild Arlinglon, Arlington Washinglon 7.430 s Od 14 2013 MiTek Indusiries,Inc.Wed Jul 16 10:29:57 2014 Page I D:oob Bp BCXxtt_Mu CC7GXp KHyzVQ S-dJ Okz M KTgvrBp i RBJyIIIU IN9Sj V KzZlwvyTzyuV WVS �-�-�-I- - -- 5-9� -- I�-- -_ ��-�-�__ -_--� -.. _ 16-2-12— --_..._-�-_ ... Y2-0-0 ---� 1-0-0 5-9-4 5-2-12 5-2-12 5-9-4 Scale=138.4 4x6 -- 4 6.00 ��2 2x4\\ 2x4 �/ 3 5 4_ -8 3- 8 � Z -- -- —-- Iv _ _ �__ _ -- -__ _ ___�e --- _ _ __ a 8 � 3x8 = 5x6 — 3x4-= 3x8 = g_p_p ___ __.._ — 14'-0-0-----....—_ . _.. __ _22-0-0 ._. ___� — I 5-0-0 . __.+—_ — ----6-0-0 - _ .. . _. --- — ._-------. -_ .— -- - _._---- --. .@-0-0 — —.. —___.------- Plate Offsets X( Y): f8 0-3-0 0-3-�____ -- -- - ------ _ — __ — - --- - r _ — _ _ _— _- - - -- - - -- . _ - _ LOADING(ps� I SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.42 Vert(LL) 0.12 6-7 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.54 Vert(TL) -0.31 6-7 >831 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.25 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC201NPI2007 (Matrix) Weight:78 Ib FT=20% — -- � __ --- — — __ _ . __ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directiy applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 6=931/Mechanical,2=1022/0-5-8 (min.0-1-11) Max Horz 2=64(LC 9) Max Uplift6=-15(LC 11),2=-25(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1612/387,3-4=-13651377,4-5=-1388/387,5-6=-1627/401 BOT CHORD 2-8=-268I1356,7-8=-108/938,6-7=-285/1396 WEBS 4-7=-109/492,5-7=-389/200,48=-91/455,3-8=-360/186 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC201`2)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord 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 100 Ib uplift at joint(s)6,2. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced s standard ANSIITPI 1. LOAD CASE(S) Standard �� ,�. ��?2� .�#{�� °� 4C � �� July 17,2014 WARNING-Please ihoroughly review the"Customef s Acknowledgement of ProBuild Standard Terms for Manufactured Products"torm.Veriy design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibiliry for the design of ihe single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibiliry of the Owner,the Owners authorized agent or the Building Designer per ANSI/TPI 1. Lateral resiraint designations shown on individual web and chord members � are for compression buckling only,not for building stability bracing.Additional temporary restreinVdiagonal bracing to insure stability during consfruction is the responsibility of the truss installer. Additional permanent building stability brecing of the overall structure is ihe responsibility of the Owner,the Ownefs aufhorized agent or ihe Building Designer,per the IRC,the IBC and ANSIliPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of ihe '"' IRC,the IBC,ANSI/TPI t,the BCSI summary sheets,anNor BCSI(Building ComponeM Safety Information)available from SBCA al www.sbcindustry.com and any related installation infortnation ENG/NEER1NCsuc supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialry engineer)is NOT ihe Building Designer of the building. � -- � Job Truss Truss Type Qly Ply 3202 B 2 CadFur In Attic/rea 18492026 �308817 B03 Jack-Partial Girder ----- �... .. � . � - . - - ___ Job Reference�oqtion�---- - _ _ - ProBuild Adinglon, Adington Washington 7.430 s Oct 14 2013 MiTek Industries,Inc. Wed Jul 16 10:29:58 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-5Vy6BiL5RCz2Rs01 g1 T_HzOzuZoeEfMjzafW?PyxVWV7 3-1-8-- ----�._-- -- .._ ._�-� -- � I-- _ _ -- 3_�_g 2-10-8 2x4 I I Scale=1:197 4 3 6.00�p 4x8! 2 -4 36 _g 1 � —'- � � 6 3x10 II 3x8 - 3x8 % 5 �. . _. 3'1-8_ __- _ .. ..f--..___- -6'0'0 __ . _...__-{ 31-8 .-------- 2-10-8- _— --- __.. _. �-- -� -- -__ _ ._. .. -_ _ __- _ -- ._ __. _. . _. . -� - - - -_ ___- ._.__ _.__ . __ _. __ _...__ .. -- _- --. __ . _- . ._. -� ---- LOADING(ps� I SPACING 2-0-0 � CSI DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) 0.02 1-7 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.04 1-7 >999 180 BCLL 0.0 * , Rep Stress Incr NO WB 0.69 Ho2(TL) 0.01 6 nla n/a BCDL 8.0 � Code IRC201NPI2007 1 (Matrix) Weight:28 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD 2x6 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudlStd REACTIONS (Ib/size) 1=1409/0-5-8 (min.0-2-5),6=1540/Mechanical Max Ho2 1=76(LC 8) Max Upliftl=-52(LC 8),6=-98(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1634/49 BOT CHORD 1-7=-95/1419,6-7=-95/1419 WEBS 2-7=-39/1353,2-6=-1642/110 NOTES 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,6. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANS�ITPI 1. 7)Girder carries tie-in span(s):22-0-0 from 0-0.0 to 6-0-0 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard �qj,�a�� 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 �� ,a, Uniform Loads(pl� Vert:1-3=-70,3-4=-20,1-5=-443(F=-427) '�:' '�" �� ,°� � � �� July 17,2014 WARNING-Please thoroughly review lhe"Customefs Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reterence Sheet(rev.03-14)before use.Only MiTek connector plales shall be used(or this truss design drawing lo be valid. This truss design drawing indicales acceptance of responsibility for the design of ihe single truss componenl depicted herein.The design assumptions,loading conditions,suitabiliry and use of this component for any particular , building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSIlTPI 1. lateral restraint designations shown on individual web and chord members are for compression buckling only,nol for building stability bracing.Additional temporary reslraintldiagonal bracing lo insure stability during consiruction is the responsibility of the truss installer. Additional permanent building stability bracing ot the overall structure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabnwtion,quality control,storage,delivery,erection,lateral restrainl and diagonal bracing,consult the latest edition of the ENG/NEER/NG LLC IRC,the IBC,ANSI/TPI 1,ihe BCSI summary sheets,anNor BCSI(Building Component Safery Information)available from SBCA at www.sbcindusiry.com and any related installation information � - I supplied in the jobsile package.The truss designer or truss design engineer(also def ned as a specialty engineer)is NOT the Building Designer of the building. _ . ' — —-- — - �ob Tfuss Tnlss Type Qty Ply 3202 B 2 CadFur In Attic hea ._.��.- 18492027 81308811 C01 GABLE � � _ _ _ ,Job Reference(ogtional� __ _ _ . __ ProBuild Arlington, Arlington Washington 7.430 s Od 14 2013 MiTek Industnes,Inc. Wed Jul 16 1029:59 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-Zi WU02MkCW5v2?bEEk_DqAZ8Xy7FzC_sCE03XsyxWNlG 1-0-0 6-0-0 9-OrO.. .12-0-0 _._-_ -18-Q-0 __. _- ��'�-� �-�-� �-- -.. . _ ��- —_.-I- - -.._�- - - 1-0-0 6-0-0 3-0-0 3-0-0 6-0-0 1-0-0 Scale=133.8 Sxe II 3x4% 4 3x4 � 4x12 � \ 4.00 12 , -�\ 4x12 % 3x4 % 3 \ 3x4 � 3x4 % � � 3x4 � � -7 _g 8 1 1 g_ g � -z 8 �, 2 _. .�. --- - - -__ _- _.. 7 l� d'� -- __ _ _ d _ 4x12 = g 4x12 = 3x8 = g_p_p _ 18-0-0-__ . --- - 9-0-0 .__ -.9-0-0 ._.- - _Plate Offsets�X,`(j;f2:0-5-9,0-2-3]�L4:0-_2-1_0 0-2-81�[6:0-6-0 0-23]�f9:0-1-15,0-1-OJ�[15_0_1-15 0-1-� _ __ _ - — _ -- --- __ =- ___ - — _ _ __ _-- - — __— - �-- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.18 Vert(LL) -0.11 6-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.60 Vert(TL) -0.27 2-8 >780 180 BCLL 0.0 ` Rep Stress Incr YES WB 0.28 Ho2(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC2012ITPI2007 (Matrix) � Weight:83 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structurai wood sheathing directly applied or 5-9-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std OTHERS 2x4 HF Stud/Std REACTIONS (Ib/size) 2=840/0-5-8 (min.0-1-8),6=840I0-5-8 (min.0-1-8) Max Horz 2=-30(LC 15) Max Uplift2=-56(LC 6),6=-56(LC 7) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1691/401,3-4=-1296/295,4-5=-1296/295,5-6=-1691I401 BOT CHORD 2-8=-310/1567,6-8=-310/1567 WEBS 3-8=-4481172,4-8=-79/555,5-8=-4481172 NOTES 1)Unbalanced roof live loads have been wnsidered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical�eft and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �� j� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. �� '�,,� 9)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.102 and referenced �y standard ANSIITPI L `�`�'�+' ,n�� LOAD CASE(S) Standard � � � � �� i July 17,2014 WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Veriry design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for ihis truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitabilily and use of this componenl(or any particular , building is the responsibility of ihe Owner,the Owners authonzed agenl or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stabiliry bracing.Additional temporery restrainUdiagonal bracing to insure stability during construction is the responsibiliry o(ihe truss installer. Additional permanent building stability bracing of lhe overall strvcture is the responsibility of the Owner,the Owners authorized agent or the Building Designer,per the IRC,the IBC and ANSIlTPI 1. For general guidance regarding design responsibilities,tabrication,qualiry control,storage,delivery,erection,lateral restraint and diagonal bracing,wnsult the latest edition of the '"' IRC,the IBC,ANSIlTPI 1,lhe BCSI summary sheets,and/or BCSI(Building Componenl Safety Information)available from SBCA at www.sbcindustry.com and any related installation iNortnalion ENG/NEER/NGuc supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialry engineer)is NOT the Building Designer of the building. , �,�.. .,:...,...._ —u- __.�.�..�.. �.,..�....., _ , • - Job Truss Tniss Type Qly Ply 32oz e z CarlFur in Anic/rea ._..�� I84sz028 81308811 CO2 Common 5 � _ __ Job Reference_(optiona�___ _ __-_-___� ProBwld Adinglon, Adington Washington 7.430 s Od 14 20'13 MiTek Industnes,Inc.Wed Jul 16 10:30:00 2014 Page 1 I D:oob Bp BCXxtt_M uCC7GXpKHyzVQ S-2u4tcON Mzq Emg9AQoRWSN 06 EfMSLi e WORu8c31 yxVW V5 F'1-0-0_.t __ —..— 6-0-0 --- -� 9�0-0 --.._� ___12-0-0 ---�-__- --- 15-0-0.._ _.. _�..19-0-0 1 1-0-0 6-0-0 3-0-0 3-0-0 6-0-0 1-0-0 Scale=1:32.8 4x4— 4 4.00 12 2x4� 2x4 � 5 3 � � 1_4 8 47 � 3- -8 8 2 �n �� - - — - - � 1� �, _ _ __ _ -6___ __ __ _ -- — � 0 a 3x8 = 3x6 3x8 = 9-0-0__ _� --9� --� �— — 900 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.48 Vert(LL) -0.14 6-8 >999 240 MT20 185/148 TCDL 10.0 � Lumber Increase 1.15 ' BC 0.67 Vert(TL) -0.36 6-8 >596 180 BCLL 0.0 ' � Rep Stress Incr YES WB 0.33 Horz(TL) 0.06 6 n/a n/a BCDL 8.0 Code IRC201NPI2007 (Matrix) Weight:57 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 3-7-11 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudlStd REACTIONS (Ib/size) 2=842/0-3-8 (min.0-1-8),6=842/0-3-8 (min.0-1-8) Max Horz 2=-32(LC 15) Max Uplift2=-54(LC 6),6=-54(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1667/397,3�=-1260/289,4-5=-1260/289,5-6=-1667/397 BOT CHORD 2-8=-301/1518,6-8=-301/1518 WEBS 4-8=-1151643,5-8=-450/189,3-8=-450/189 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever ieft and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withsta�ding 100 Ib uplift at joint(s)2,6. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE�S) Standard �� : �'•`�z.� �3��_ �*�+'�� G"�� $ � �� _ � July 17,2014 WARNING-Please tho�oughy review the"Customers Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Veriry design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid.This lruss design drawing indicales acceptance of responsibiliry for the design of ihe single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular � building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSIITPI 1. Lateral resiraint designations shown on individual web and chord members are for wmpression buckling only,not for building stabiliry brecing.Additional temporary resirainUdiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building slability bracing of the overall structure is the responsibility of the Owner,the Ownefs authonzed agent or the Building Designer,per the IRC,the IBC and ANSIliPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,ereclion,lateral resiraint and diagonal bracing,consuH the latest edition of the EryyG/NEER/NG�cc IRC,lhe IBC,ANSIlTPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation infortnation supplied in ihe jobsite package.The truss designer or truss design engineer(also defined as a specialry engineer)is NOT the Building Designer of the building. _ � Job � Truss Truss Type Qty Ply 3202 8 2 CadFur In Aroc/rea C— ..__ — ._._ ._ -.. _ ... 18492029 81308811 DOt Common Supported Gable 1 1 L Job Reference opUOnal� - -- - - -- - - - -- -- - _ ProBuild Arlington, Arlington Washinglon 7.430 s Oct 14 2013 MiTek Industnes,Inc. Wed Jul 16 10.30.01 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-W4dFpkN_k7McIJkcL91 hvbeVqmyhRAF9gYtAckyxW W4 �.-�.p_� +--. .._ g{�-p 12-0-0 -- _ 13 0-0 _. _ ._ __. -_...�-.. .---- ---- --_.—___ - � � � 1-0-0 6-0-0 6-0-0 1-0-0 Scale=122.9 4x4 -- 5 6.00 12 8 4 M � '12 �9 7 3 �-5 13 1� -14 '10 8 2 M � Z-8 9 g 14 13 12 11 10 3x4 = 3x4 = �-..__ ._-- -.._— 12'�-� � __. --. --___ --- 12-0-0 -- -_....- - ---- __ _. ___._ -.__ . - -- -__-- - _._-- -- - � --- - --- --- - -- - ��- --... __ --.__- �-- - -..._--- -._. ..�- --- ----_- ._. LOADING(ps� � SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.07 Vert(LL) -0.00 9 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 �' BC 0.02 Vert(TL) -0.00 9 n/r 90 BCLL 0.0 * Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2012ITPI2007 (Matrix) L Weight:42 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud/Std REACTIONS All bearings 12-0-0. (Ib)- Max Horz 2=-36(LC 8) Max Uplift All uplift 100 Ib or less at joint(s)2,S,13,14,11,10 Max Grav All reactions 250 Ib or less at joint(s)2,8,12,13,74,11,10 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enGosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,8,13,14,11,10. 10)This truss is designed in accordance with the 2012 International Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ��"�� ,¢��, LOADCASE(S) Standard �,.�„� �q�� `�� July 17,2014 WARNING-Please thoroughly review tha"Customers Acknowledgement of ProBuild Standard Tertns for Manufactured Products"form.Verify design paremeters and read notes on this Truss Design Drawing and the DrJ Reterence Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawin9 indicates acceptance of responsibiliry for the design of the single iruss component depicted herein.The design assumptions,loading conditions,suitability and use of this wmponent for any particular , building is the responsibiliry o�the Owner,the Owner's authorized agent or the Builtling Designer per ANSVTPI 1. Lateral restraint designations shown on individual web antl chord members are for compression buckling only,not for building slability bracing.Additional temporary restreinUdiagonal bracing to insure stability during consiruction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibiliy of the Owner,the Owner's authorized agenl or the Building Designer,per the IRQ the IBC and ANSIITPI 1. For general guidance regarding design responsibilities,fabncation,quality control,storage,delivery,erection,lateral restraint and diagonal brecing,consult the latest edition of ihe ENG/NEER/NG LLC IRC,the IBC,ANSI/TPI t,the BCSI summary sheets,and/or BCSI(Building Component Safery Information)available�rom SBCA at www sbcindustry.com and any related installation information supplied in lhe jobsite package.The truss designer or truss design engineer(also def ned as a specialty engineer)is NOT the Building Designer ot the building. , , __ _ _ - Job TNSS Trtlss Type Q�y Ply 3202 B 2 Car/Fur In Attic/rea 18492030 B1308811 D02 Common > > - _ ---_-- Job Referenc_e� tp ionall-_ _ _ ProBmld Admgton, Arlington Washmgton 7.430 s Oct 14 2013 MiTek Industries,Inc. Wed Jul 16 10:30:01 2014 Page i ID:oobBpBCXxtI_MuCC7GXpKHyzVQS-W4dFpkN_k7McIJkcL91 hvbeQOmuZR949gYTAckyxVWV4 i _1_4-0_�..___ ._._-- —._. 6-0-Q_ ._. .__ 12-0-0..__.. __ ._ .. 130-0 i-0-o s-o-a -- - _ - -+-------- s ao �-�A_o--i Scale=122.9 4x8= 3 6.00 12 c� � 1_3 38 35 4 2 � _ _— — .. . . m � z4 5 d 6 3x4�% Zx4 II 3x4 � �._ _ 6-0-0 - 12-0-0-- _ _ __ _ _I -- _ ---_ __- — -� 6-0-0 . 6-0-0 — -- -- - - - - _Plate Offsets(X`: 2 0 2 10 0-1 8]�j4;0-2-10 0-1_81 _ - _ _- __ __- _ _ _ _ — -_- -- --- --.- _ _ _ _ __ _- - - __ . _ LOADING(ps� SPACING 2-0-0 � CSI DEFL in (loc) I/defl Ud � PLATES GRIP TCLL 25.0 � Plates Increase 1.15 TC 0.42 Vert(LL) -0.04 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.29 Vert(TL) 0.08 2-6 >999 180 BCLL 0.0 ' Rep Stress incr YES WB 0.11 Horz(TL) 0 01 4 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:36 Ib FT=20% - - - _ _ -- __ _- -- -_ _L---. _ - __--- -- -- -_ _-- - --- --_ LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 2=582/0-5-8 (min.0-1-8),4=582I0-5-8 (min.0-1-8) Max Hoa 2=-36(LC 8) Max Uplift2=-19(LC 10),4=-19(LC 11) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-714/194,3-4=-714/194 BOT CHORD 2-6=-60/557,4-6=-60/557 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip D0�=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard ��'�� j�,� �'�� _ �'�.� � �� .��°: �� July 17,2014 WARNING-Please thoroughly review ihe"Customefs Acknowledgement of ProBuild Slandard Terms for Manufadured Products"form.Verify design parameters and read notes on this Truss Design Drewing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connedor plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for�he design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,ihe Ownefs authorized agent or the Building Designer per ANSIlTPI 1. Laterel restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainUdiagonal bracing to insure stability during construction is the responsibility of the truss inslaller. Addilional permanent building stability bracing of ihe overall struclure is the responsibiliry of the Owner,the Owner's authonzed agent or the Building Designer,per the IRC,the IBC and ANSI/TPI t For general guidance regarding design responsibilities,tabriwtion,quality conlrol,storage,delivery,erecfion,lateral restraint and diagonal brecing,consult the lalest edition of the ENG/NEERlING LLC IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,andlor BC51(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation infortnation supplied in the jobsite package.The truss designer or truss design engineer(also def ned as a specialty engineer)is NOT the Building Designer of the building. i .,.....�w....�.....-_......�,.. . .,„�.�.. _�...,,�_ Job , Truss Truss Type Qty Ply 3202 B 2 Car/Fur In Attic/rea � -� I 18492031 B1308811 D03 COMMON 3 � I — — __ —_ _ 1Job_Refere__nce(optiona�_-__— ___ -- ____ ProBuild Adington, Adington Washington 7.430 s Od 14 2013 MiTek Industries,Inc.Wed Jul 16 1030:02 2014 Page 1 ID:oobBpBCXxtt MuCC7GXpKHyzVQS-_HBd140cVRUTvTJpvsYwSpBbmADoAclluCdjBByxWIN3 �1-0-0 �. _.._. 6-0-0 . 12-0-0 _.� _--_�-._ __ _._.— ..._ 1-0-0 6-0-0 6-0-0 Scale=122.4 4x8 - 3 6.00�2 � 3-4 � 3-5 1-3 4 2 � _— m � 2"4 0 5 2u4 I I . 3x8 = 3� �-- -- -- 6_0-0__. — __ _.._ __-_.�_._.__ ..__.. __._12-0-0 _. -—� 6-0-0 ... _6-0-0— .__ - --� -- ._ __._ - -- � -- Plate Offsets_(X YLL2_0_2-12 0-1-81�4[ .0-2-12 0-1-�__ -- _ --- - _ __ _. __- -- — __- __ --- —_— - — - -- i - - _ __ _ � _ _ _ - -- LOADING(ps� � SPACING 2-0-0� CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.44 Vert(LL) -0.05 4-5 >999 240 MT20 185/148 TCDL 10.0 Lumber increase 1.15 � BC 0.35 Vert(TL) -0.11 45 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Horz(TL) 0.01 4 n/a n/a I BCDL 8A � Code IRC20121TPI2007 (Matrix) � Weight:34 Ib FT=20% -- --- — LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-14 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 4=499/Mechanical,2=594/0-5-8 (min.0-1-8) Max Horz 2=39(LC 10) Max Uplift4=-8(LC 11),2=-19(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-746/211,3-4=-742/209 BOT CHORD 2-5=-106I587,4-5=-106/587 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 piate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord 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 100 Ib uplift at joi�t(s)4,2. 7)This truss is designed i�accordance with the 2012 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard ��`�� . �� ' °�d ��"�' � . ` � � ��#�� July 17,2014 � WARNING-Please thoroughly review the"Customer's Acknowledgement of ProBuild Standard Tertns for Mawfadured Produds"form.Venfy design parameters and read notes on this Truss I Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek wnnector plates shall ba used for this truss design drawing to be valid. This W ss design drevnng indicates � acceptance of responsibility for the design of the single truss component depided herein.The design assumptions,loading conditions,suitability and use of this component for any particular , building is the responsibility of the Owner,the Owner's authorized agent or the Building Designer per ANSIITPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stabiliry bracing.Additional temporary restrainUdiagonal brecing to insure stability during construction is the responsibility of the truss installec � Additional permanent building stability brecing of the overall strucWre is the responsibility of the Owner,the Owner's authonzed agent or the Building Designer,per the IRC,the IBC and ANSIITPI 1. For generel guidance regarding design responsibilities,(abncation,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the ENG/NEER/NG uc IRC,the IBC,ANSI/TPI 1,ihe BCSI summary sheets,andlor BCSI(Building Component Safety Information)available from SBCA at www.sbcindustry.com and any related installation information supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. I . ._ .�_ � . . � -- Job Tfuss TfUSS Type Qty Ply 3202 B 2 Car/Fur In Attic/rea 18492032 Bt308811 D04 Jack-Partial Girder 1 � ._ _ —_- ---_ __ _ Job Reference_(o�tionalZ__ _ _ ____ ProBuild Arlington, fvlington Washington 7.430 s Oct 14 2013 MiTek Industries,Inc. Wed Jul 16 10:30:02 2014 Page 7 ID:oobBpBCXxtt_MuCC7GXpKHyzVQS-_HBd140cVRUTvTJpvsYwSpBfVAEWAYeIuCdj88yxWW3 � 3-�-$ ...- -�-..._.--� -- . .6-00 - � 3-1-8 2-10-8 -.�.. - �--- 2x4 I I Scale=1:197 4 3 6.00 j�Z 3x8% 2 1 3-6 -6 1 � _ _ ' - __.__ 7 8 3x10 II 3x8 - 3x4 % 5 � . 3-1-8 - ------� - -�-- --- ---6-0-0 __. _----I 3-1-8 2-10-8 _ _ _ _ --_ _ _ -- . - - -__ - -_ _ - -- -- --- -- - -- - - _ — __ - - _- - - -- --- -- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d � PLATES GRIP TCLL 25.0 Piates Increase 1.15 TC 0.14 Vert(LL) -0.01 7 >999 240 MT20 185/148 TCDL 10.0 �umber Increase 1.15 BC 0.31 Vert(TL) -0.02 1-7 >999 180 ' BCLL 0.0 * Rep Stress Incr NO � WB 0.35 Horz(TL) 0.00 6 nla nla BCDL 8.0 Code IRC2012JTPI2007 (Matrix) Weight:28 Ib FT=20% __ __-___ _ _ --- __- -- � -- - _- -- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x6 DF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 1=819/0-5-8 (min.0-1-8),6=889/Mechanical Max Horz 1=76(LC 8) Max Uplift1=-22(LC S),6=-65(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-963/14 BOT CHORD 1-7=-65/826,6-7=-65/826 WEBS 2-7=-5/688,2-6=-956/75 NOTES 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope);cantilever left and right exposed;end veRical 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 redangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)1,6. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)Girder carries tie-in span(s):12-0-0 from 0-0-0 to 6-0-0 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4 LOAD CASE(S) Standard �� g�„ 1)Dead+Roof Live(balanced):Lumber Increase=1.15,Plate Increase=1.15 �� }'�, Uniform Loads(pl� Vert:13=-70,3-4=-20,1-5=-228(F=-212) �' �� ` �� July 17,2014 WARNING-Please ihoroughly review the"Customefs Acknowledgement of ProBuild Standard Terms for Manufadured Products"form.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-74)before use.Only MiTek connedor plates shall be used for this truss design drawing to be valid.This truss design drawing indicates accepiance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use of lhis component for any parlicular , building is the responsibility of the Owner,the Ownefs authorized agenl or the Building Designer per ANSI/TPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not(or building stability brecing.Additional temporary restrainUdiagonal bracing to insure stabilily during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibiliry of the Owner,the Ownefs authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibililies,fabriration,quality conlrol,storege,delivery,erection,lateral restraint and diagonal bracing,consull lhe latesl edition of the TM IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safety Infortnation)available from SBCA at www.sbcinduslry.com and any related installation information EIVG/NEER/NGcLC � supplied in the jobsite package.The truss designer or truss design engineer(also defned as a specialty engineer)is NOT the Building Designer of the building__ ._ _ . __._ _.. _ � . ____ ._ _ � ' Job a Tnlss Tnlss Type Qty Ply 3202 B 2 CadFur In Attic/rea 1849203� e�3oe811 Eo1 common � � ,Job Reference(optional� -- ___ __ _- _ — -- - _ ProBuild Arlington, AAington Washington 7.430 s Od 14 2013 MiTek Industries,Inc. Wed Jul 16 10:30:03 2014 Page 1 I D:oob Bp BCXxtt_Mu CC7 GXp KHyzVQ S-STI?EQ P EGIcKKd u?Ta39_Okp Mac3v4TS7 s NHgdyuVWV2 -0-5-4 2-10-12 5-9-8 2-12 I �--_ _ - F- _ - - �'-� 0-5-0 2-10-12 2-10-12 0-5-4 Scale=�23.1 4x4 = 3 12.00 12 1-3 �g 3-5 4 � N 2 - -�-�- - `' � 1 � --1 - 2-4 - o 6 2x4 II - 2x4= 2x4 - �- 2-10-12 -.___...I�---__._--------5-9-8--- ... . ...� - 2-10-12 2-10-12 Plate Offsets(X,n_ fz:o-z-s a�-��La2-a,a�-�_ __ -- — - - __ —_ __ - ---— --- — __ _--- ---- --- -- -_ __ _ --- ---_. -- - _-_ LOADING(ps� � SPACING 2-0-0 CSI DEFL m (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 Vert(LL) 0.00 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.09 Vert(TL) -0.01 4-6 >999 180 ; BCIL 0.0 ' Rep Stress Incr YES WB 0.06 � Horz(TL) 0.00 4 n/a n/a BCDL 8.0 Code IRC2012/TPI2007 (Matrix) Weight:22 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directiy applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std REACTIONS (Ib/size) 2=278/0-3-8 (min.0-1-8),4=277/0-3-8 (min.0-1-8) Max Ho2 2=-64(LC 8) Max Uplift2=-3(LC 10),4=-3(LC 11) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C F�cterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� 4�,� 'r�`� � �� = � � � � , �� c��. July 17,2014 WARNING-Please thoroughy review ihe"Customer's Acknowledgement of ProBuild Standard Tertns for Manufadured Products"(orm.Verify design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connecbr plates shall be used for this truss design drawing to be valid. This truss design drewing indicates � acceptance of responsibility for the design o(the single iruss component depided herein.The design assumptions,loading conditions,suitability and use of this component for any particular , � builtling is the responsibility of the Owner,ihe Ownefs authorized agent or the Building Designer per ANSI/TPI 1. Lateral resiraint designations shown on individual web and chord members I are for wmpression buckling only,not for building stability bracing.Additional temporary restrainUdiagonal brecing to insure stability during construdion is the responsibiliry of the truss installec � Additional permanent building stability bracing of the overall strucWre is the responsibiliry of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSIliPI 1. For general guidance regarding design responsibilities,fabncation,qualiry control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition oi the I �ry yG/NEERING uc IRC,the IBC,ANSIRPI 1,the BCSI summary sheets,and/or BCSI(Building Component Safery Information)available from SBCA at wann sbcindustry com and any related installation information L supplied in the jobsite package.The truss designer or truss design engineer(also defned as a specialty engineer)is NOT the Bwlding Designer ot the building. . - A...�..,�....4,.�... ..�.,... _ .w .,.�� . . � Job � Truss Truss Type Qty Ply 3202 B 2 CadFur In Attic/rea -I ..�� 18492034 B1308811 E02 Common 1 � _ _ ` Job Reference(optiona� __ _ ProBuild Adington, Adington Washington 7.430 s Od 14 2013 MiTek Industnes,Inc. Wed Jul 16 1030.03 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-STI?EQ PEGIcKKdu?Ta39_OkqPacVv4US7sNHgdyxW W2 ,�5-4 __. 2_10-12 —-- . _--5-9$ --- -2-12 0-5 2-10.12 ��-��- -- 2-10.12 0 5-4� Scale=123.1 4x4 = 3 12.00 12 �_3 38 3-5 45 � Z __ . ..- -- �� 1 2-4 �d 6 2x4 II 2x4= 2x4 = _2-10-12 ___ _�—_ _ --- 5-9$-----� -- 2-10-12 � _ 2-10-12 - _ -- - -- �- -- - __ __ Plate Offsets(X 1�: r2 o_z_6 0_1-0],[4:0.2-6 0-1-0�___ _- ___ ___— ___ __ _ _-- - _- _ _ _ - _ - _-- - - --- -- - - -- -- -- - - - - _. LOADING(ps� SPACING 2-0-0 � CSI DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.19 � Vert(LL) 0 00 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.07 Vert(TL) -0.01 46 >999 180 � BCLL 0.0 * � Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 8A � Code IRC2012/TPI2007 (Matrix) l Weight:21 Ib FT=20% _L_ __ _ --- -- __ __ ------- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 5-9-5 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2x4 HF StudlStd REACTIONS (Ib/size) 2=277/0-3-5 (min.0.1-8),4=277/0-3-8 (min.0-1-8) Max Horz 2=64(LC 9) Max Uplift2=-3(LC 10),4=-3(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-seco�d gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)This truss is designed i�accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard � ��'� °:�° �:�.��`�_, ��`� �� ,�.�� , � � �� July 17,2014 WARNING-Please thoroughy review the"Customer's Acknowledgement of ProBuild Stantlartl Terms for Manufacturetl Products"form.Veriry design parameters and read notes on this Truss Design Drawing and the DrJ Re(erence Sheet(rev.03-14)before use.Only MiTek connedor plates shall be used for this truss design drawing to be valid.This truss design drawing indieates acceptance of responsibility for the design of the single truss component depided herein.The design assumptions,loading conditions,suitability and use of this component for any particular J building is the responsibility of the Owner,the Owners authorized agent or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stabiliry bracing.Additional temporary restreinUdiagonal bracing to insure stability during consiruction is the responsibility of the truss installer. Additional pertnanent building stability bracing of the overall structure is the responsibility of fhe Owner,the Owner's authorized agenl or the Building Designer,per the IRC,the IBC and ANSIlTPI 1. For general guidance regarding design responsibilities,fabrication,quality control,storage,delivery,erection,lateral restrainl and diagonal bracing,consult the latesl edition of the ENGINEER/NG LLC IRC,the IBC,ANSIITPI 1,the BCSI summary sheets,andlor BCSI(Building Component Safety Information)available from SBCA at wwa.sbcindustry.com and any related installation infortnation supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. . • JOb Tnlss Tfuss Type Qty Ply 3202 B 2 CadFur In Attic Irea 18492035 81308811 E03 Common 2 � ___ _Job Refere_nce_{optlOna�__. _ ._-_ - _ ___ __ -_.__- - ProBuild Adinglon, Adington Washinglon 7.430 s Od 14 2013 MiTek Indusiries,Inc.Wed Jul 16 1030:04 2014 Page 1 ID:oobBpBCXxtt_MuCC7GXpKHyzVQS-wfJNRIQs12k89nTB1HaOXEG_4zyVeXkbMW6qD3yxVWV1 � 2-10-12 __ ---�- -..._5-9-8_ . .. � �...�- 2-10-12 2-10-12 � - Scale:1/2"=1' 4x4- 2 12.00 r12 1-2 -3 2-4 3 1 3 � 1-3 Id 4 2x4 I I 2x4 �4 — 3x8 I I — .2-10-12 -- _--. ----5'8'8 ----5- 8 F-- — 2-10-12 ----2-9�1�2--_ .._-- �-�-0------ _ ._— — . . ... — ---- -- _Plate Offsets X,l(Z;_1:0-2-6 0-1_-OQ�,j3:0-4 0,0-0-10]�0-1-0 0-4-1L _____ _ _ __ ___ _ _-_ -- _ .- _- _ _. _ __- __ _ _- -- - - -- - ___- _ - — _ __ LOADING(ps� SPACING 2-0-0 CSI � DEFL in (loc) I/defl L/d PI.ATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) 0.00 3-4 >999 240 MT20 1851148 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 3 n/a n/a BCDL S.0 Code IRC2012ITPI2007 � (Matrix) Weight:20 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 5-9-8 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std WEDGE Right:2x4 HF Stud/Std REACTIONS (Ib/size) 1=236/0-3-8 (min.0-1-8),3=237/0-3-5 (min.0-1-8) Max Horz 1=-57(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� ,,�``� �� July 17,2014 WARNING-Please thoro�ghy review the"Custome�s Acknowledgement of ProBuild Standard Tertns for Manufaclured Producls"fortn.Verity design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used tor this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitability and use ot this component for any particular , building is ihe responsibility of ihe Owner,the Owner's authorized agent or the Building Designer per ANSIlTPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability brecing.Additional temporery restrainUdiagonal bracing to insure stability during construction is the responsibility of the truss installer. � Additional permanent building stability bracing of ihe overall structure is the responsibility of the Owner,the Owners aulhorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI t. For general guidance regarding design responsibilities,fabrication,quality conirol,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the *"" IRQ the IBC,ANSI/TPI t,the BCSI summary sheets,andlor BCSI(Building Component Safery Information)available from SBCA at www.sbcindustry.com and any related installation infortnation ENG/NEER/NG�cc� supplied in the jobsite package.The truss designer or truss design engineer(also defined as a specialty engineer)is NOT the Building Designer of the building. . ____�_.._ �. �.�.._._ .� . - ---- � Job TfUSS TfUSS Type Qly Ply 3202 B 2 Car/Fur In Attic/rea 18492036 81308811 E04 Common 1 � ___ _ Job Refere_n�optional�__ __ _ _____ ProBuild Adington, Adington Washington � 7.430 s Oct 14 2013 MiTek Industries,Inc.Wed Jul 16 10:30 05 2014 Page t ID:oobBpBCXxtt_MuCC7GXpKHyzVQS-OstmfSRUoMs2mw2Na?5d3Rp9rNIkN_11a9sNIWyxVWVO I- -.._25-12 ---. �-_._..-- 5�-8---- -...I 2-5-12 2-10-12 4x4 --- Scale=122.9 2 12.00 12 1-2 ci 23 "5 2-4 � 3 d 15 3 d ,-3 - Io 5 4 4x4 = pXq II 3x6 II 2x4 � � 3x8 I I 2-@-12 5-3-8 _5,{1 8 -� - -.__.__- —� �- 2_5_�z . ._�� 2-9-12 0-y-0 . - _ _.- ___ . . _. ---- Plate Offsets(X Y): [3:0_4-0,0-0-101 13 0-1 0 0-4-1] - - _ __ .___ -r -_ - _ - - - r -- -_ - -- LOADING(ps� SPACING 2-0-0 CSI DEFL i� (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.20 Vert(LL) -0.00 3-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.08 Vert(TL) -0.01 3-4 >999 180 BCLL 0.0 * Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 3 n/a n/a BCDL 8.0 1 Code IRC2012/TPI2007 �(Matrix) J Weight:23 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. WEBS 2x4 HF Stud/Std WEDGE Right:2x4 HF Stud/Std SLIDER Left 2x6 DF No.2 1-6-11 REACTIONS (Ib/size) 1=225/Mechanical,3=225/0-3-8 (min.0-1-8) Max Horz 1=57(LC 7) Max Upliftl=-1(LC 11) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord 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 100 Ib uplift at joint(s)1. 7)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� '��"�, � �� ° � �,� July 17,2014 WARNING-Please thoroughly review the"Customef s Acknowledgemenl of ProBuild Standard Tertns for Manu(adured Products"torm.Venfy design parameters and read notes on this Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibiliry tor the design of ihe single truss componenl depicted herein.The design assumptions,loading conditions,suitability and use of this component for any particular � , building is ihe responsibiliry of the Owner,the Owner's authorized agent or the Building Designer per ANSI/TPI 1. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not for building stability bracing.Additional temporary restrainUdiagonal brecing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing of the overall structure is the responsibiliry of the Owner,the Ownefs authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. For general guidance regarding design responsibilities,fabnwtion,quality control,storage,delivery,erection,lateral restraint and diagonal bracing,consult the latest edition of the T" IRC,the IBC,ANSI/TPI 1,the BCSI summary sheets,and/or BCSI(Building Component Satery Information)available from SBCA at ww.v.sbcindusfry.com and any related installation infortnation ENGINEER/NGuc supplied in the jobsite package.The tniss designer or truss design engineer(also defined as a specialry engineer)is NOT the Building Designer of the building. � . __. ___.__ . -____– ..__. __----------._. .._---- _—__. I ...___-- ---- ....,,�� _. .,�.� ,.�. ... v , I�, F — Job Tfuss � Truss Type Qty Ply 3202 8 2 CadFur In Attic/rea 18492037 81308811 JO6 Jack-PaAial Z � Job Reference(optional� _. _ __ _ _ - - - ProBuild Adington, Adington Washington 7.430 s Od 14 2013 MiTek Indusiries,Inc. Wed Jul 16 1030:05 2014 Page 1 I D:oobBpBCXxtt_MuCC7GXpKHyzVQS-Ostmf5RUoMs2mw2Na?5d3Rp2hN8LN_r1a9sNl WyxWNiO I--�-�-�_I__ ._3-1-8 . _--�-- 60-0_- ---._F------ ._-_ 11-11-11 -__.__ ...{ 1-0-0 3-1$ 2-10-8 5-11-11 Scale=1:35.1 6 1$ 5 6.00�12 4 3 o ° c� � �6 1- � `b � 2 � 1 —Z-�---� 2x4 = � � __ 6'0-0- _ _ i 6-0-0 - ---_._-_ .. ___.... -- - --._ -- - ----- -� -_ --- - .-- -. - --_-.. -_..-_- -_--. -� - � --- - -- --- - --��- -- - - - .. __- - _._- _ .. _ . LOADING(ps� SPACING 2-0-0 � CSI I DEFL in (loc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 Vert(LL) -0.07 2-7 >922 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.75 Vert(TL) -0.16 2-7 >419 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz TL) 0.00 6 n/a n/a � - BCDL 8.0 � Code IRC2012/TPI2007 (Matrix) � Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except Qt=length)2=0-5-8,3=0-3-2,4=0-1-8,5=0-1-8. (Ib)- Max Horz 2=165(LC 10) Max Uplift All uplift 100 Ib or less atjoint(s)6,3,4,5 Max Grav All reactions 250 Ib or less at joint(s)6,7,4,5 except 2=347(LC 1),3=265(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-285I135 NOTES 1)Wind:ASCE 7-10;VuIt=110mph(3-second gust)V(IRC2012)=87mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp C;enclosed; MWFRS(envelope)and C-C Exterior(2)zone;cantilever left and right exposed;end vertical left and right exposed;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.33 piate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joi�t(s)4,5. 6)Provide mechanical connection(by others)of truss to bearing ptate capable of withstanding 100 Ib uplift at joint(s)6,3,4,5. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5. 8)This truss is designed in accordance with the 2012 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE�S) Standard ' �� {- �^�� July 17,2014 WARNING-Please thoroughy review the"Customers Acknowledgement of ProBuild Standard Terms for Manufactured Products"form.Verify design parameters and reatl notes on lhis Truss Design Drawing and the DrJ Reference Sheet(rev.03-14)before use.Only MiTek connector plates shall be used for this truss design drawing to be valid. This truss design drawing indicates acceptance of responsibility for the design of the single truss component depicted herein.The design assumptions,loading conditions,suitabiliry and use of ihis component tor any particular , building is the responsibiliry of�he Owner,the Owners authorized agent or the Building Designer per ANSIliPI 1. Lateral restraint designations shown on individual web and chord members are for wmpression buckling only,not for building stabiliry bracing.Addifional temporary restrainUdiagonal bracing to insure stability during construction is the responsibility of the truss installer. Additional permanent building stability bracing o(ihe overall struclure is the responsibility of the Owner,the Owner's authorized agent or the Building Designer,per the IRC,the IBC and ANSI/TPI 1. 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