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2844 Truss Specs 10302012 , @ , coHSU�r�nrG LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: 61210395 MiTek 20/20 7.2 2844-3 Plan expanded gar.r porch 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• I6073052 thruI6073068 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurete design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as d�ned by the grade stamp prior to cross cutting and in accordance with the puWished values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSIlTPI 1 Section 6.3. ��psErH D� r 4��WAS�o.ct= r�� a �' � � �� r �° October 30,2012 � �� "' Ryan J. Dexter, P.E. � � � ��- T'he seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the iruss component(s)depicted on the individual Truss Design Drawings. The design assumptions,loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 1. The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer shall be in accord with the latest edition of ANSUTPI 1 Chapter 2 unless otherwise defined by a contract agreed upon by the parties involved. r, _... .... �_.._. _ _ t . ._'.�_�.._ �t: ...::.:J�:.' C-.._t a:�l \+� l.._.. ) , rf + ..::� _ ,�..�.� C`s\t. 4n? 1•---------------- Job TfusS TNSS Type ty Ply 28443 Plan e�antled gar.r porch ' 18073052 B1210395 A01 Common 7russ 7 1 Job Reference o tional � ProBuild AAington,AAington,WA 98223,Jane FerCerer 7250 s Aug 25 2011 MiTek Intluslries,Inc.Tue Oc130 11:45:49 2012 Page 1 -1-&��-��z e-e-5 12-103 1&0-o ID:sOrGZ6'g3AJgX33j00anFMyJCM3-WJCVvJXhIy6UHNNmFg&V�9ceAz8z8G��,F�z,�ry�EVy0EN0 U-8 1-8-0 8-&5 6-1-13 6-1-13 8-1-13 8-1-13 8-8-5 1-8-0 Scale=1:69.9 5x6 I I 6.00 12 6 4x4 ! 4x4� 5 � 3x6 i 3x6� 2x4\� 4 8 2x4�/ 3 9 2 10 �, „Ig 5x6= 14 15 16 73 17 78 12 Sx6= 3x4= Sx10= 3x4= 18-1-2 18-1-2 r 9"&4 I 19-0-0 2&2-12 � 38-0-0 9-9-4 9-2-12 9-2-12 9-9-4 Plate Offsets(X Y� f2'0-1-11 Edge] f10�0-1-11 Edge] f13�0-5-0 4&0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.61 Vert(LL) -0.43 12-13 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.73 Vert(TL) -0.75 12-13 >601 180 BCLL 0.0 • Rep Stress Incr Yes WB 0.32 Horz(TL) 0.20 10 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:155 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Std'Except' WEBS 1 Row at midpt 7-73,5-13 W4,V1/d:2 X 4 HF No.2 REACTIONS (Ib/size) 2=1877/0-5-8 (min.0-3-1),10=1877/a5-8 (min.0-3-1) Max Horz2=96(LC 5) Max Uplift2=-109(LC 5),10=-109(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3323/130,3-4=-3013/99,4-5=2836/129,5-6=-2135/138,67=2135/138, 7-8=2836/129,8-9=-3013/99,9-t0=3323/131 BOT CHORD 2-14=120/2859,14-15=-38/2362,1St6=38/2362,13-16=38/2362,13-17=0/2362, 17-18=0/2362,12-18=0/2362,1a12=24/2859 WEBS 613=-42/1421,7-13=-807/138,7-12=0I578,9-12=-372/122,5-13=807/138,5-14=0/578, 3-14=372/122 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;BSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 reetangle 3-Cr0 tall by 2-0-0 wide will frt between the bottom chord and any other members,with BCDL=S.Opsf. 5)Provide mechanical conneclion(by others)of truss to bearing plate capable of wRhstanding 109 Ib uplift at joint 2 and 109 Ib uplift at joint 10. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. _,��,p�� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �p��`�� `. � r LOAD CASE(S) Standard 4 �j,d� (�,�� Ox � � �� ,��.�° October 30,2012 AWARNING-Verify design parameters and reatl notes on this Truss Design Drawing antl inGUtleA DrJ Reterence Sheel(2v.0311�before use.Design valid tor use with MTek connedor plffies only.This Cesign is based onty upon paramelers shown,end is tor an indi�ridual builtling componenl.Applicability , of design parameters and proper incorporation of ihe component is responsibility of building designer or owner of the irusses antl installer.Leteral resiraint tlesiqnatbns shown on indiviCUal web and cliorC members are for compression Duckling ony,not forbuilding stebilily brecing.Adtlilional temporary restrainV tliagonal bracing to insure stability Aunng constniclion is the responsibilNy ot the installer.Addilional pertnanent builtling staDilily bracing of the overall st�ucture is the responsibilily of the builtling tlesigner or owner of the trusses.For general guidance regarding design responsibililies,faDrication,quality control,storage, delivery,erection,lateral restraint and diagonal bracing,consutt ANSI/TPI 1,DS&89 and BCSI(Building ComDonent Safety Information)available from M�MillnNw�LC SBCA at wwwsbcindust .com. frV/wY v Job Truss Truss Type ty Ply 2844-3 Plan expended gar.r poro� � 16073053 81210395 A02 Common Truss 72 1 - Job Reference o tional � ProBuikl AAington,Arlington,WA 98223,Jane FerCerer 7.250 s Aug 25 207 7 MiTek Induslries,Inc.Tue Ocl 30 t 1:45:50 2012 Page t p� ID:sOrGTB?gGAJgX33j00anFMyJCM3-WIt6fYK3GELvXyypN_kiqBKzYJQ?7JP��VmxyOEN? -1$U i-2 6-&5 I 12-10.3 I 19-0-0 I 25-1-13 � 313-11 � 37-9-0 � `t-60 8-&5 8-1-13 6-1-13 8-1-13 6-1-13 8-5-5 Scale=1:69.6 5� II s s.00 �z 4x4% 4x4 � 5 � 3x6� 3x6 Q d 2x4 �� 4 8 2x4�i d� 9 3 o-�o �o d� 2 ]d 5x6 = 13 14 15 12 16 17 it 5x6= 3x4= 5x10= 3x4— 7 8-t-2 1&1-2 9-9-4 19-0-0 26-2-12 37-9-0 9-9-4 9-2-12 9-2-12 9-8-4 Piate o�sets fx v�� rz�ai-i�ed� rio�aao ai-s�i2�a�-o a�-o� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.66 Vert(LL) -0.43 12-13 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.73 VeA(TL) -0.75 12-13 >601 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.32 Horz(TL) -0.20 2 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:153 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Sld'ExcepY WEBS 1 Row at midpt r12,7-12 W4,W3:2 X 4 HF No.2 REACTIONS (Ib/size) 10=t749/Mechanical,2=1875/0-5-8 (min.0-3-1) Max Horz 10=107(LC 5) Max UpIift10=61(LC 6),2=-109(LC 5) FORCES ��b)-Mau.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD fr7=2130/138,7-8=-2827/139,8-9=3003/109,9-10=-3308/141,2-3=3319/131, 3-4=-3008/99,45=-2832/130,5-6=2130I140 BOT CHORD 2-13=25/2855,13-14=0/2358,1415=0/2358,12-15=0/2358,12-16=-43/2354, 16-17=43/2354,11-17=�3/2354,10-11=132/2841 WEBS 612=-44/1416,5-12=-807/138,5-13=0/578,313=-372l122,7-12=804/142, 7-11=3/577,9-11=-363/127 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right expased;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 fA between the bottom chord and any other members,with BCDL=B.Opsf. 5)Refer to girder(s)for truss to truss connedions. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 61 Ib uplift at joint 10 and 109 Ib uplift at joint 2. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced � standard ANSI/TPI 1. ��'��.� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r � � LOAD CASE(S) Standard �p� � �$ �� October 30,2012 AWARNING-Verify design parameters antl reaA notes on this Truss Design Drawing and inGutled DrJ Reference Sheet(rev.0311�betore use.Design valitl for use with M7ek connector Dlates onry.T�is design a basetl onry upon parameters shown,and is for an individual building component.Applicability , of design paremeters arid proper incoryoration of the component is responsibility of builtling desipner or owner oithe trusses and installer.Lateral resiraint tlesignations s�own on intlivitlual web antl chord members are for compression buckling onty,not forbuilding staUilily brecing.AAAitional temporary restreinV diagonal bracing to insure stabilily during construdion is the responsibilRy of Me installer.Additional permanent building stabilNy bracinp oithe overell struclure is the responsibility of the builtling tlesigner or owner of the trusses.For general guitlance regaNing tlesig�responsibilRies,(abricetion,quality control,storage, w tlelivery,ereclion,lateral restraint and diagonal brecing,consutt ANSIlfPI 1,DS&89 and BCSI(Building Component Safety Iniormation)available from ��V�nNi7 LLC SBCA at wwwsbcindust .com. Job Truss Truss ype ty Ply 2844-3 Plan e�antletl gar.r porch • 18073054 B1210395 A03 GABLE 1 1 - Job Reference o tional ProBuiltl AAington,AAington,WA 98223,Jane Fertlerer 7.250 s Aug 25 2011 MiTek Induslries,Inc.Tue Oct 30 11:45:52 2012 Page 1 I D:s0 rGTB?gGAJgX33j00an FMyJC M3-wutdX LZaatU38r6Lwo0Cn FGp?LArT4Xhfa6cqqy0 E Mz -�-a'-6'� �ao-o � se-o-o �ae-s-o �1-8-0 19-0-0 19-0-0 1S0� Sx6 I I Scale=1:75.3 6.00 12 �2 �� 13 10 �4 g 15 3x6! 8 16 3x6� 6 � 1�18 5 19 q 20 3 2� c� 2 ZZ c� �, zsig 0 3u6= 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 3x6 = 5x6= 18-t-2 38-0-0 3&0-0 � Plate Offsets(X Y)� f32�03-0 0-30] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 23 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.03 Vert(TL) -0.01 23 n/r 120 BCLL 0.0 " Rep SUess Incr Yes WB 0.15 Hoa(TL) 0.01 22 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:199 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'Except' WEBS 1 Row at midpt 1232,t 133,13-31 ST9,STS,ST7:2 X 4 HF No.2 REACTIONS All bearings 38-Q0. (Ib)- Max Horz2=96(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,22,33,34,35,36,37,38,39,40, 31,30,29,28,27,26,25,24 Mau Grav All reactions 250 Ib or less at joint(s)32,33,34,35,36,37,38,39,40, 31,30,29,28,27,26,25,24 except 2=251(LC 1),22=251(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qual�ed building designer as per ANSI/TPI t. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chorcl 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 redangle 3-fr0 tall by 2-0-0 wide will fR between the bottom chord and any other members. 9)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,22,33,34,35,36, 37,38,39,40,31,30,29,28,27,26,25,24. _„�gp�� 70)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ��'° `�,r standard ANSI/TPI 1. 4�� 1 �p 11)"Semi-rigid piichbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. C�"P LOAD CASE(S) Standard �� .�' October 30,2012 AWARNING-Verify design paramelers anA reaA notes on this Tiuss Desipn Drawing and inGutled DrJ Reference Sheet(rev.03-11�before use.Design valid for use wRh MiTek connedor plates only.This design is basetl onty upon paramelers shown,and is for an indi�ridual building component.Applicabilily , of tlesign parameters an0 proper incorporation of the component is responsibiltty oi building designer or owner of the tmsses antl installec Lateral restraint designations shown on individual web and chord members are for compression buckling only,nol forbuiltling stability braci�g.Additional temporary iestrainV diagonal Dracing to insure stabildy tluring construction is the responsibility of the installer.Addkional pertnanent building stability bracing of the overall structure is the responsiDility of Me builtling Aesigner or owner of the trusses.For general guitlance regarding design responsibilities,fabrication,qualKy control,storage, ^ tlelivery,erecUOn,lateral restraint and diagonal bracing,consutt ANSI/TPI 7,DSB-89 and BCSI(Building Component Safety Infortnation)available trom ��u�nNiT LLC SBCA al www.sbcindust .com. Job Truss Truss Type ty Ply 28443 Plan expanded gar.rporcA • 18073055 B1210395 A04 GABLE 1 1 - Job Reference(optional) � ProBuikl AAington,AAington,WA 98223,Jane Ferclerer 7250 s Aup 25 2011 MiTek Intlustries,Inc.Tue Oc130 11:45:54 2072 Page 1 ID:sOrGTB?gGAJgX33j00anFMyJCM3-sH?Oy1bq6Ukn08Gj2D2gsgM9U9sDx 0 7ubjuiyOEMx 18-1-2 18-9-0 � 37-9-0 �3&3-0 � 18-9-0 1&0-0 1�-0 � 5x6 I I Swle=1:74.1 6.00 12 >> 10 �2 y 13 g 14 3x6 i � 15 3x6� 5 6 1617 q 18 3 19 °'�{° 2 zo � 21 � 2zId 0 3x6 = 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 3x6 = Sx6 = 18-1-2 37-9-0 � 37-9-0 Plate Offsets(X Y�[3t�03-0 0-&0] LOADING(ps� SPACING 2-QO CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 Vert(LL) -0.01 22 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.01 22 n/r 120 BCLL 0.0 • Rep SVess Incr Yes WB O.t5 Horz(TL) 0.01 21 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:196 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing diredly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 140-0 oc bracing. OTHERS 2 X 4 HF Stud/Std'Except' WEBS 1 Row at midpt 11-31,10-32,12-30 ST9,ST8,ST7:2 X 4 HF No.2 REACTIONS All bearings 37-&0. (Ib)- Max Horz 1=107(LC 6) Max Uplift All uplift 100 Ib or less ffi joint(s)21,32,33,34,35,36,37,38,39, 30,29,28,27,26,25,24,23 Max Grav All readions 250 Ib or less at joint(s)1,31,32,33,34,35,36,37,38, 39,30,29,28,27,26,25,24,23 except 21=251(LC 1) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plffie grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consuft qual'rfied building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless Wherwise indicated. 5)Gable requires continuous bottom chorcl 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 redangle 3-60 tall by 2-0-0 wide will fA between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of wfthstanding 100 Ib uplift at joint(s)21,32,33,34,35,36, 37,38,39,30,29,28,27,26,25,24,23. �� 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced � �.� standard ANSI/TPI 1. �� 11)"Semi-rigid pilchbreaks with fixed heels"Member end fixdy model was used in the analysis and design of this truss. 4 CO� LOAD CASE(S) Standard '� � �� October 30,2012 AWARNING-Veriy desipn paremeters and read notes on this 7russ Desiqn Drawing and inGuded DrJ Reference Sheet(rev.03-11)before use.Desipn valid for use with MTek connec[or plates onty.This design is basetl onty upon parameters shown,antl is for an intlivitlual builtling component.Applicabiliry � ofGesign paremeters aM proper incorporation of the component is responsibildy ot buiklinp designer or owner of the trusses antl insteller. Lateral restraim designations shown on individual web and chord members are tor compression buckling only,not forbuilding stabilily bracing.Additional temporary 2strainV tliagonal Gacing to insure stabilily during consiruclion is the responsibilily ot the insteller.Add'Rional pertnanent building stability brecinp ott�e overall struclure is the responsibility of the building designer or owner of the Uusses.For general guidance regarding design responsibilKies,fabrication,quality control,storage, w tlelivery,eredion,lateral restraint antl Oiaqonal brecing,consutt ANSIlfPI 1,DSB-89 antl BCSI(Builtling Component Safety Information)aveilable from ��V�nNV LLC SBCA at www.sbcindust .com. Job Truss Truss Type ty Ply 28aa-a Plan expanded gar.r poroh � 16073058 81210395 801 COMMON 2 � �ob Reference 0 fi0f181 ' ProBuild AAington,Arlington,WA 98223,Jane FeMerer 7250 s Aug 25 2011 MiTek Intlustries,Inc.Tue OcY 30 11:45:58 2012 Page 1 �e�2 ID:sOrGTB?gGAJgX33j00anFMyJCM3-pf/8Njc4e6_U,�S,�1�9e49x5RJSzPIPjrHaC4pzby0EMv s_a-o � �2-�-0 ' sa-o e-3-o 4x8 I� Scale=131.1 2 8.00 12 3 1 � I" a 5 4 5x6 i 3x10 �/ 3x10 \� Sx6�� t&1-2 18-1-2 4-11-10 I 7-8-8 � 12�-0 _ 4-it-10 2-6-13 4-1140 Piate offsets a vr r��a�-s az-e�s�a�-s az-e� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 Vert(LL) -0.07 1-5 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.14 1-5 >999 180 BCLL 0.0 * Rep SVess Incr NO WB 0.83 Horz(TL) 0.02 3 n/a n/a BCDL S.0 Code IRC2009/TPI2007 (Matrix) Weight:108 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE TOP CHORO Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 1=5119/a5-8 (min.0-4-3),3=5119/0-r8 (min.0�3) Max Horz 1=-86(LC 3) Max Upliftl=-372(LC 5),3=372(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=5955/434,2-3=-5955/434 BOT CHORD 1-5=305/4831,4-5=-240/3808,3-4=-305/4831 WEBS 2-5=208/3271,2-4=-209/3271 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-7-0 oc. Boriom chords connected as follows:2 X 6-2 rows at 0-6-0 oc. Webs connected as follows:2 X 4-t row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except'rf noted as front(F)or back(B)face in the LOAD CASE(S)sedion.Ply to ply connectans have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed;end veRical leR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-Cr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=372, 3=372. � � 8)This truss is designed in accordance wilh the 2009 Intemational Residential Code seclions R502.11.1 and R802.10.2 and referenced '�� standard ANSIlTPI 1. �� tp 9)Girder carries tie-in span(s):38-0-0 from 4Q0 to 12-6-0 Q. � "� 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. IOAD CASE(S) Standard Continued on page 2 � � �� October 30,2012 AWARNING-Veriry tlesign parameters antl read notes on this Truss Desipn Drawing and included DrJ Reference Sheet(rev.0&11)before use.Design valid for use wRh MiTek conneclor plates onty.This design is based only upon parameters shown,and is for an indivklual builtling componen�.ApplicaDility � ot tlesign parameters anA proper incorporation of the component is responsibildy of buikling designer or owner of ihe trusses antl installer.Lateral restraint Aesignations shown on indi�ridual web and choid members are for compression buckling only,not tor�uiltling stabilily bracing.Atltlitional temporery restraint/ tliagonal Drecing to insure stabilily Ouring construdion is the responsibilily of the insteller.Add'Rional pertnanerM building stabilRy Dracing of the overa�l struclure is the responsibility of the building designer or owner of the Vusses.For general guidance regaNing design responsibilities,fabricaUOn,qualily wntrol,storage, w delivery,erection,lateral restraint and tliagonal bracing,consutt ANSI/TPI 7,DSB-89 and BCSI(Building Component Sa(ety Infortnation)available from M�iI�nN�T(�C SBCA at www.sbcindust .com. Vf/ Y Job fuSS T�uss Type ty Ply 28443 Plan e�anaeA gar.r porch • 18073058 81210395 801 COMMON 2 � � Job Reference o tional • ProBuild AAington,Arlington,WA 98223,Jane Fertlerer 7.250 s Aug 25 2011 MiTek Indusiries,Inc.7ue Oa 30 11:45:56 2012 Page 2 I D:sOrGTB?gGAJgX33j00anFMyJCM3-pf78Njc4e6_UdSQ69e49x5RJSzPIPjrHaC4pzby0EMv LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Un'rfortn Loads(pl� Vert:1-3=-780(F=-764),1-2=-70,2-3=-70 AWARNING-Verify tlesign parameters antl 2aA notes on this Tniss Desipn Drawing and includeA DrJ Reference Sheet(rev.03-1 t�before use.Design valiG for use wRh MiTek conneclor plates onty.This tlesign is based only upon parameters shown,and is tor an indi�riduel building component.Applicability � of design parameters and proper incorporation of ihe component is responsibilily of building designer or owner of the irusses and installer. Lateral restraint designations shown on individual web and choid members are tor compression buckling only,not forbuilding stebilily brecing.Additional temporary restrainU diagonal brecing to insure stability dunng constr�clion is the responsibility oi the installer.Additional permanent buildinp stabilily brecinq oit�e overell struclure is lhe responsiDilMy oi t�e buikling designer or owner oithe trusses.For general guitlance regarGinp tlesipn responsibilities,fabricetion,qualRy control,storage, tlelivery,erection,lateral restraiM and tliaponal bracinp,consutt ANSI/TPI 1,DS&89 antl BCSI(Builtling Component Safety Infortnation)available from M�MiII nuw�LC SBCA al wwwsbcin0ust .com. VV/wY�. RW Job Truss Truss ype ty ly 2844-3 Plan expanded gar.r porch • 18073057 61210395 802 COMMON TRUSS 2 1 � Job Reference o tional � ProBuiltl Atlington,AAington,WA 98223,Jane Feiderer 7250 s Aup 25 2011 MiTek Intlustries,Ina Tue Oc130 11:45:57 2012 Page 1 ID:sOrGTB?gGAJgX33j00anFMyJC M3-Hsh Wa2djPP7l��c�?�jLcOUI_ZSMq?8M8RpsqNV1 yOEMu i 6-1-2 a ao � s-s-o � �2-�-o u-o-o_— � 1�8-0 B-3-0 83-0 � 1-8-0 4x4 I I Scale:3/8"=1' 3 8.00 12 4 2 � �a 5 � 6 3x4= 2x4 I I 3x4 = 18-1-2 18-1-2 83-0 12-8-0 � 63-0 6-30 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.51 Vert(LL) -0.04 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.22 Vert(TL) -0.09 4-6 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:41 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheffihing directly applied or 43-4 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=639/0-5-8 (min.0-1-8),4=639/0-5-5 (min.0-1-8) Max Horz 2-90(LC 3) Mau Uplift2=67(LC 5),4=-67(LC 6) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-571/15,3-4=-571/15 BOT CHORD 2-6=0/361,4-6=0/361 VVEBS &6=0/269 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-Cr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 6)This truss is designed in accordance wRh the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in the analysis and design oi this truss. LOAD CASE�S) Standard �� 4 �'�+�� o,� � �� -'WNNL� October 30,2012 AWARNING-Verify design parameters and read notes on this 7russ Design Drawing end included DrJ Reference Sheet(rev.03-11)before use.Design valitl for use with M7ek connector plates onry.This tlesi0n is basetl onty upon Oarameters shown,antl is for an individual building component.Applicability , of design paremeters and proper incorporation of the component is responsibility of buildinp designer or owner of the trusses end installer.Lateral resiraint tlesignetions shown on intlivitlual web and choid members are for compression bucklinp only,nol forbuilding stabilily bracing.Adaitional temporary restrainU diagonal bracing to insure stability during construqion is the responsibilily of t�e installer.Atltlitional pertnanent building stebilky brecing otthe overell strudure s the responsibility of the buikling desipner or owner of the trusses.For general guidance reparUirig design responsibililies,teDricetion,qualRy control,storage, n tlelivery,ereclion,lateral resirairrt and tliagonal bracing,consutt ANSVTPI 1,DSB-89 antl BCSI(Builtling Component Safety Infortriation)available from ��u�nNfi LLC SBCA al wwwsDCindusl .com. JOb TNSS TNSS Type ty l y 28443 Plan e�anded gar.r porch , 18073058 81210395 603 GABLE 2 1 � Job Reference o tional . ProBuiltl Arlington,Ahington,WA 98223,Jane Feiderer 7250 5 Au¢25 2011 MiTek Industries,Inc.Tue Oa 30 11:45:58 2012 Page 1 �8�2 ID:sOrGTB?gGAJgX33j00anFMyJCM3-12Euo0eLAjFCsmZUH37d1WWrRmDNtpja2WZw2Ty0EMt -�-a-o � s-a-o � iz-�-o iao-o-_- � 1-6-0 6-3-0 63-0 � 7-&0 4x4 �I Scale=1:31.6 5 B.00 12 4 6 n � � 7 3 8 � 2 �n jd 9 1 3x4= 14 13 12 11 10 3x4 = 18-1-2 12-8-0 12�-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.11 VeA(LL) -0.02 9 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.02 VeA(TL) -0.03 9 n/r 720 BCLL 0.0 ` Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 8 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:51 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or t0-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 12-60. (Ib)- Max Horz 2=90(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,8,13,14,11,10 Max Grav All reactions 250 Ib or less at joir�t(s)2,8,12,13,14,11,10 FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25fl;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qual�ed building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-40 oc. 7)This truss has been designed for a 70.0 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 3-60 tall by 2-0-0 wide will frt between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,8,13,14,11,10. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.t and R802.102 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� 4 c� � o,� ,� �,Ar � -'�+�NAL� October 30,2012 AWARNING-Veriy design parameters and reatl notes on Mis Truss Design Drewing and included DrJ Reference Sheet(rev.03-11�before use.Design valid for use with M7ek connector plates onty.This design is Dasetl onry upon parameters shown,and is for an indivitlual bui�dinp componenl.ApDlicability , of Eesign parameters antl proper incoryoration of ihe component is responsibility of building designer or owner ofihe trusses and installer.Lateral restraint designetions shown on intli�ritlual web antl c�ord memDers a2 for compression buckling only,nol forbuiltling stability bracing.Atltlilional temporary resirainU diagonal bracing to insure stabilily tluring constnic[ion is[he responsibility of the ins[aller.Atltldionel pertnanen[builtling staDildy bracing of the overall slruclure is ihe responsibilily oithe builtling designer or owner of the trusses.For general guitlance regartling tlesign responsiDilities,fabrication,qualtty control,storage, Y^ delivery,erection,lateral restraint and diagonal bracing,consutl ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available trom ��u�nRV LLC SBCA at www.sbcindust .com. Job russ Tnlss Type ty Ply 28443 Plan expantletl gar.r porch 18073059 81210395 C01 Common Tn�ss 5 1 Job Reference o tional � ProBuiltl Atlington,Atlington,WA 98223,Jene Ferderer 7250 s Aup 25 2071 MiTek Industries,Ina Tue Oc130 11:46:00 2012 Pege 1 ID:sOrGTB?gGAJgX33j00anFMyJCM3-hRMfD4fbiKVw63jtOT956xc1 QanQ L�Oty�q216My0EMr s-�-z -iS0 I 8-9-15 I 73-0-0 � 1&2-t I 24-0-0 I 2� � 1-8-0 8-9-15 8-2-1 6-2-2 4-9-15 1-8-0 Scale=1:44.4 4x6= 4 4.00 12 2x4� 2x4� 3 5 6 5x6� 7 8 ,��,T 2 � ri� o d �Q 9 3x8= 4x12 II Sx8 = 3x4= 8-1-2 8-�-2 10.1-8 � 15-10.9 � 24-0-0 _ ___ � 10.1-8 5-9-1 8-1-7 Plate Offsets(X Y)� I7�0-8-4 Edge] f10�0-4-0 0-3-4] LOADING(ps� SPACING 2-a0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.72 Vert(LL) -0.28 2-10 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.56 Vert(TL) -0.69 2-10 >414 180 BCLL 0.0 ' Rep SUess Incr Yes WB 0.29 Horz(TL) 0.09 7 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:89 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std SLIDER Right 2 X S DF SS 2-6-14 REACTIONS (Ib/size) 2=1144/0.5-8 (min.0-1-14),7=1126/4S8 (min.0-1-74) Max Horz2=59(LC 3) Max Uplift2=93(LC 5),7=-79(LC 6) FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2359/129,3-4=-1867/67,4-5=1662/61,5-6=-1833/103,6-7=1914/84 BOT CHORD 2-10=117/2166,9-10=-2/1398,7-9=52/1673 WEBS 3-10=584/140,4-10=0/560,4-9=0/273,5-9=276/108 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-60 tall by 2-0-0 wide will frt between the bottom chord and any other members. 5)Provide mechanical conneclion(by others)of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s)2,7. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pilchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �p5spH �� 4-��d��' ''�'� � � � � �� October 30,2012 AWARNING-Verify design parameters and(ead naes on ihis Truss Design Drawing end included DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MiTek connedor plates onry.This CesiBn is basetl only upon perameters shown,and is for an intliviaual Duiltling component.Applicabiliry , of design parameters and proper incorporation of the component is responsibilily of buildinp designer or owner of t�e lrusses and insfaller.Laterel reslrainl designations shown on indi�ritlual web anC chortl members ere for compression buckling only,nol forbuilding stability bracing.Atltlitional temporery iestrainU tliagonal brecing to insure stebility durinp construciion is ihe responsibilily of ihe insteller.Atltlitbnal pertnanent builAing slabiliry bracing of the overall stnicture is the responsibilAy of the DuiWing tlesipner or owner of the tmsses.For general guidance regarding tlesgn responsiDildies,labrication,quality corrtrol,storage, w delivery,erection,lateral restraint and diagonal bracinp,consull ANSI/TPI 1,DSB-89 antl BCSI(Builtling Component Safety Information)available trom ��u�nNf7 LLC SBCA at www.sbcindust .com. Job Tfuss Truss Type - ty ly 28443 Plan expantletl gar.r poroh 16073080 81210395 CO2 GABLE 1 1 Job Reference o tional �� ProBuild AAington,AAington,WA 98223,Jane Fertlerer 7250 s Aug 25 2011 MiTek Intlustries,Inc.Tue Oct 30 11:48:01 2012 Page 1 e i 2 ID:sOrGTB?gGAJgX33j00anFMyJCM3-9dwloQgDTednjDl3yBgKe88Lo_Ev4940kUoaeoyOEMq 4�-o I 1&0-o I 24-0-0 I 2&s-o � 1�-0 7&0-0 11-0-0 1�-0 Scale=1:44.4 4x4 I I 7 4.00 12 6 8 5 9 4 70 � 3 >> 4x4� 12 t3 14 �n �1 Z �d d 3x4= 24 23 22 21 20 19 18 17 16 15 3x10 II 3x4- 8-1-2 240-0 240-0 PIffie Offsets(X Y�[13 0-7-8 0-2-9J LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) -0.01 14 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Verl(TL) -0.01 14 n/r 120 BCLL 0.0 ` Rep SVess Incr Yes WB 0.07 Horz(TL) 0.00 13 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:94 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 640 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std SLIDER Right 2 X 8 DF SS 1-5-2 REACTIONS All bearings 240-0. (Ib)- Max Horz2=59(LC 3) Mau Uplift All upl'rft 100 Ib or less atjoint(s)2,20,22,23,24,18,1�,16,15,13 Max Grav All reactions 250 Ib or less ffi joint(s)19,20,22,23,18,17,16,15 except 2=308(LC 1),24=413(LC 9),13=258(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS &24=314l73 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous boriom 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 rectangle 3-6-0 tall by 2-QO wide will frt 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)2,20,22,23,24,18, 17,16,15,13. � 10)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced �s�� «� standard ANSI/TPI 1. 4�� AS$�,_ � 11)"Semi-rigid pRchbreaks with fixed heels"Member end fixRy model was used in the analysis and design of this truss. � LOAD CASE(S) Standard �' s � � �� .�° October 30,2012 AWARNING-Verify desipn parameters and reatl notes on this 7russ Design Drawing and included DrJ Reference Sheet(rev.03-11)before use.Design valid for use with MiTek conneclor plates ony.T�is Aesign is�asetl ony upon parameters shown,end is tor an indivitlual builtling component.Applicability , oi tlesign parameters anA proper incorporation oi the component is responsibilily ot building designer or owner of lhe trusses and installer. Lateral restraint tlesignations shown on intlivi0ual web antl chortl members are for compression buckling only,not forbuilding stabilily bracing.Addttional temporary restraint/ diagonal Drecing to insure stabilNy dunng construclion is ihe responsibilily of the installer.Adtlilional permanent building stability brecing otthe overell struciure is the responsiDilily of the builAing tlesigner or owner of the Vusses.For general guitlance regarding design responsibilities,fabrication,quality control,storege, w delivery,eredion,lateral restraint and diagonal bracing,consutt ANSIlfPI 1,DS&89 antl BCSI(Builtling Component Safety Iniormation)available from ��u�nNff LLC SBCA at www.SDCintlusl .wm. Job niss Truss Type ty Ply 2844-3 Plan expanded gar.r porch 16073081 B1210395 DOt COMMON TRUSS 3 1 Job Reference o tional • ProBuild AAington,A�fington,WA 98223,Jene Fertlerer 7250 s Aug 25 2011 MiTek Industries,Inc.Tue Oc130 11:48:02 2012 Page 1 e�2 ID:sOrGTB?gGAJgX33j00anFMyJCM3-dpUPemhrEyleLNtGWuBZBMhRONR9p�y8X88Fy0EMp -�-�-o e-a>> >aa-o _ �a-e-s � zo-e-o zz-o-o � 1-80 8-9-11 3-55 � 3-5-5 6-9-11 'I�'0 Scale=1:38.6 4x4 I I 4 4.00 12 � 2x4�i 2x4� 3 5 6 � Z � 1 ci d ° 8 3x8 — 5x12 = 3x8= 8-1-2 8'�"Z 103-0 20-8-0 103-0 10-3-0 Plate Offsets(X YL[8�0-5-8 0-&0] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.47 Vert(LL) -0.22 2-S >999 240 MT20 185/148 TCDL 10.0 Lumberincrease 1.15 BC 0.61 Vert(TL) -0.57 2-8 >428 180 BCLL 0.0 ' Rep SVess Incr Yes WB 0.37 Horz(TL) 0.07 6 n/a n/a BCDL 8.0 Code IRC2009lfP12007 (Matrix) Weight:66 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-6 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10.0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=984/0-38 (min.0-1-10),6=984/0-38 (min.0.1-10) Max Horz2=-41(LC 4) Max Uplift2=-82(LC 5),6=-82(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1898/88,34=-1430132,4-5=1430/32,5-6=-1898/88 BOT CHORD 2-8=-59/1729,68=-19/1729 WEBS 4-8=0/732,5-8=515/115,3-8=-515/115 NOTES 1)Unbalanced rooT live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 boriom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fR between the bottom chord and any other members. 5)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,6. 6)This truss is designed in accordance wRh the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pRchbreaks with fixed heels"Member end fixity model was used in ihe analysis and design of this truss. LOAD CASE(S) Standard ��$� -�� a�w ��'� 4 � r0 � � �� ,��.�° October 30,2012 A WARNING-Veri(y tlesign parameters antl reaE notes on t�is 7russ Design Drawing antl inGuded DrJ Reference Sheet(rev.0311�before use.Design valiG for use with MTek conneclor pletes onty.T�is tlesign is basetl only upon parameters shown,end is tor an indi�ritlual building component.AppliceDiliry , ot tlesign parameters antl pmper incorporation ot the component is responsibildy oi builtling tlesigner or owner of the trusses and installer.Lateral restraint designations shown on intlivitlual web an0 chord members are for compression buckling only,not forbuilding stability bracing.AddNional temporary restrainU tliagonal Drecing lo insure stebilfly during construction is the iesponsibildy of the installer.Atltlilional pertnanenl building stabilily Dracing of the overall siructure is the responsibilily of t�e DuiWing designer or owner of the trusses.For general guidance regarding tlesign responsibilities,fabrication,quality control,storage, w tlelivery,ereaion,lateral restraint anA dieganal bracing,consufl ANSIlTPI 1,DS&89 and BCSI(Building Component Safety Infortnation)availeble irom ��u�nN�7 LLC SBCA at wwws6cin0ust .com. Job T�uss T�uss Type ty Ply 2844-3 Plan e�anded gar.r poroh 18073082 81210395 D02 GABLE 1 1 - Job Reference o tional . ProBuIW Adington,Atlington,WA 98223,Jene Ferclerer �� 7250 5 Aug 25 2011 MiTek Intlustries,Ina Tue Oct 30 11:48:04 2012 Paqe t e�z ID:sOrGTB?gGAJgX33j00anFMyJCM3-aCcA2Sj6mZ?MahledJElGnmqNBBdHG�FT�]SOEFly0EMn -t-6-0 I 8-1-5 10-3-0 12-4-11 20.8-0 � 22-0-0 � 1-6-0 8-1-5 2-1-11 2-1-11 8-1-5 1-8-0 Scale=139.3 6x10 II 4 4.00 �p 2x4 I I 3x10 �� 3x10�/ 2x4 II 3x6% 3 5 3x6� 3x6% 3x6� � � 3x6% 3x6� �S 3x6 I I 3�6 �� 2 6 � d7 Id 4X�Z 2x4 II 2x4 II 8 2x4 II 2x4 II Sx12= dx12 = 8-1-2 8-�-2 1 P3-0 20-8-0 103-0 10.3-0 _ Piace orrsets�x v�� rz�as-o az-oy�s a�-o a2-oy�a•a�-e a�-oy��o�a�-aa aaizy��a�ai-�a aa�2� LOADING(ps� SPACING 2-40 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.t5 TC 0.21 VeA(LL) -0.17 2-8 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.54 Vert(TL) -0.44 2-8 >552 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.49 Horz(TL) 0.07 6 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:95 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-3-2 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=983/0-5-8 (min.0-t-10),6=983/0.S8 (min.0-1-10) Max Horz2=40(LC 3) Max Uplift2=-84(LC 5),6=-84(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1834/74,3-4=-1458/34,4-5=7458/34,66=-1834/74 BOT CHORD 2-8=40/1689,6-8=-2/1689 WEBS 3-8=545/114,48=-23/955,5-8=-545/115 NOTES t)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consutt qual'rfied building designer as per ANSIffPI 1. 4)Gable sluds spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the botlom chord in all areas where a redangle 3-60 tall by 2-0-0 wide will fA between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of wdhstanding 100 Ib uplift at joint(s)2,6. 8)This truss is designed in accordance wRh the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _,��sA� Y'�"� �.�„ LOADCASE(S) Standard 4�� O�aA. � ,�4. G'rO z'� � s � �4 �� October 30,2012 AWARNING-Veriry tlesign parameters ana reatl notes on this T�uss Design Drawinp and inGuded DrJ Reference Sheet(rev.03-11�before use.Design valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual buildinp component.Applicability , of tlesign parameters antl proper incoryoration of the component is responsibility of buibing designer or owner oit�e trusses antl installer.Lateral resiraint tlesignations shown on indi�ritlual web antl chortl members are for wmpression bucklirg only,not forDUilOing stability bracing.Atltlilional temporery restreinU tliagonel bracing to insure stability during consiniaion is the responsibility of ihe installer.Adtltlional pertnanent building stabildy Dracing of the overall sinidure is the responsibilHy of the builtling tlesigner or owner of the trusses.For general guidance regardirig tlesign responsibililies,fabrication,quality control,storage, w delivery,eredion,lateral restreint and diagonal bracing,consull ANSI/TPI t,DSB-89 and BCSI(Building Component Safety Infortnation)evailable trom Mf�u�nHi7 LLC SBCA al www.SDcintluslry.com. Vv Job Truss nlss TypB ty Ply 28443 Plan e�andetl gar.r porch 18073083 81210395 E01 GABLE � 1 Job Reference o tional . ProBuild Arlington,Arlington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MiTek Irulustries,Inc.Tue Od 30 11:46:05 2012 Page 1 19�Z ID:FijhowDfiva7QpGtp95V61yOVEB-209YGojkWVDCqcrBllGp_J?P,�C��yud6monZyOEMm -�-s-o �-o-o �a-o-o �s-s-o �-e-o �-ao �-ao +-e-o Scale=1:28.4 Sx8 I I 4x4% 3 4x4� 4.00 12 4x4% 4x4� ,� 4x4% 4x4� r N 4 � 2 5 �d 4x12= 6 2x4 II 4x12 = 19-1-2 7&1-2 �-ao �<-o-a ' �ao �-ao Plate Offsets(X Y)'1'Q5-0 0-2-0],_[4'0-5-0 a2-0L LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.19 Vert(LL) -0.07 2-6 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.32 Vert(TL) -0.16 2-6 >999 780 BCLL 0.0 ' Rep SVess Incr Yes WB 0.14 Horz(TL) 0.03 4 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:58 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 140-0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=703/0-5-8 (min.0.1-8),4=703/0-5-8 (min.0-1-8) Max Horz2=30(LC 3) Max Uplift2=73(LC 5),4=-73(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1005/0,3-4=-1005/0 BOT CHORD 2-6=0/881,46=0/881 WEBS 3-6=0/302 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSI/TPI 1. 4)Gable studs spaced at 7-4-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a redangle 3-60 tall by 2-0-0 wide will frt between the botlom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4. 8)This truss is designed in accordance with the 2009 Intemational Residential Code seclions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� LOAD CASE�S) Standard 4�� tP� O� z � �� O� � AL October 30,2012 AWARNING-Veriry tlesign paramelers and read notes on this Truss Design Drawing end included DrJ Reference Sheet(rev.0311�before use.Design valitl for use wHh MRek connector plates onty.This tlesign is�aseU only upon parameters shown,and is�or an indi�ritluel building component.ApPlicabiliry � of design parameters and proper incorporelion ot the component is responsibility of building designer or owner of the trusses and installer.Laleral reslraint designations shown on indi�ridual web and chord members are tor compression buckling only,not forDuiltling stabilily bracinp.Adddionel temporary iestrainV diagonal brecing to insure stabili[y during construction is the responsibility of ihe installer.Atltlitional permanent buildinp staDilily Dracing of the overell struclure is the responsibildy of the builtling Aesigner or owner of the trusses.For general guidance regarding desipn responsibilNies,fabrication,quality control,storage, delivery,erection,lateral restraint and tliagonal Dracing,consull ANSI/TPI 1,DSB-89 antl BCSI(BUiltling Component Satety Infortnatbn)available from ��u�n�LLC SBCA at www.SDCinduslry.com. Job TNSS Nss ype ty Ply 28443 Plan e�anoetl gar.r porch 18073084 81210395 E02 Common Truss 5 1 ` Job Reference o tional ProBuiltl AAington,AAington,WA 98223,Jane Ferderer 7250 s Aug 25 2011 MRek Industries,Inc.Tue Ocl 30 11:46:08 2012 Page 1 � ID:FijhowDfhua7opGtp95VB1yOVEB-WbjwT7kMHAF4�B11kGVLCs1J� IP61tmVLK0y0EMl 19-1-2 1&i� -�ao � i-ao � u-o-o f �� ' i-�-o i-o-o i-o-o �-e-o Scale=127.9 4x4 I I 3 4.00 12 � n 2 4 � 5 l� 6 4x4= 2x4 �� 4x4— 1&1-2 19-7-2 �-ao F �a-o-o �-ao �-aa LOADING(ps� SPACING 2-0-0 CSI DEFL in (lac) I/defl Ud PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.79 Vert(LL) -0.07 46 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.32 Vert(TL) -0.17 4-6 >964 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.14 Horz(TL) 0.03 4 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 (Matrix) Weight:40 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=705/0-3-8 (min.0-1-8),4=705/03-8 (min.41-8) Max Horz2=32(LC 3) Max Upl'rft2=-71(LC 5),4=-71(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=979I0,3-4=-979/0 BOT CHORD 2-6=0/848,46=0/848 WEBS 3-6=0/305 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf boriom 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 2-40 wide will fA between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of wtthstanding 100 Ib uplift at joint(s)2,4. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this trvss. LOAD CASE(S) Standard �� 4-�� O�w r�`•A O,� � � �� .�° October 30,2012 AWARNING-Veriy desipn parameters end read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.0311�before use.Design valid for use wilh MTek conneclor plates ony.This tlesign is based only upon perameters shown,and is for an intli�ritlual builtling component.Applicabiliry , of tlesign paramelers and proper incorporation of the component is responsibilily of building designer or owner of the trusses and installer.Lateral restraint designations shown on intlivitlual web antl chortl members are for compression buck�ing only,not forDuiltling staDilily bracing.Adtldional temporary restrainV tliagonal bracing to insure stabilily during construGion is the responsibilily of ihe installer.Additional pertnanent building stabilNy bracing of the overall struclure is the responsibility of the building designer or owner of the trusses.For general guidance regardi�g design responsibilities,faDncation,qualily control,storage, w tlelivery,erection,laterel restraint antl tliagonal bracing,consuR ANSI/TP11,DSB-89 antl BCSI(Buikling Component Safety Intortnation)available from ��ulnNK LLC SBCA at wwwsbcintlust .com. Job Truss Truss Type ty Ply 28443 Plan expanded par.r porch 18073085 81210395 F01 MONOPITCH TRUSS 2 1 • Job Reference(optionap ProBuiW AAington,AAington,WA 98223,Jane Ferderer 7250 s Aug 25 2017 MiTek�ndustries,Inc.Tue Oct 30 11:48:07 2012 Pege 1 ` ID:sOrGTB?gGAJgX33j00anFMyJCM3-_nHlhTl_2UNxR81DJSr�c�PglxOEaUuav6oFvsSyOEMk -t-60 8-1I Z 7-N-8 I L&0 7-N-8 Scale=1:20.5 2x4 I I 3 4.00 �y v m N N 2 � , la 4 2x4 I I 3x6= Plate Offsets(X.Y): f2�0-2-4 0-1-8] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.09 4-7 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.27 Vert(TL) -0.24 4-7 >392 180 BCLL 0.0 " Rep Stress Incr Yes WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix-M) Weight:24 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing diredly applied or 5-8-14 oc purlins, except BOT CHORD 2 X 4 HF No.2 end verticals. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=515/0-38 (min.0-1-8),4=262/0-1-5 (min.0-1-5) Max Ho22=86(LC 4) Mau Uplift2=-66(LC 3),4=-21(LC 5) FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/58 BOT CHORD 2-4=98/1481 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-Cr0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 4)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4. 6)Provide mechanical connection(by others)of iruss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4. 7)This truss is designed in accordance Hrith the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard ��b� �.-�� o� ��'� o,� � � �� ,�,,,L�° October 30,2012 AWARNING-Verify tlesign parameters end read notes on this Tiuss Design Drawing and included DrJ Reference Sheet(rev.03-71�before use.Design valid for use with M7ek conneclor plates only.This design is based only upon parameters shown,and is for an individual builtling component.Applicability , of tlesign parameters aM proper incorporation of the componenl is responsibilMy of builtling designer or owner of the trusses and installer. Lateral restraint tlesipnations shown on individual web and chord members are for compression buckling only,not forbuiWing stabilRy bracing.AAaitional temporary restrainV tliagonal bracing to insure stabilily during construction is ihe responsibility of ihe installer.Add'Rional permanent building stability bracing of t�e overell struclure is t�e responsibildy of the builGing designer or owner of ihe trusses.For general guidance regartling tlesign responsibililies,labrication,quality control,storage, w tlelivery,ereclion,lateral restraint and Ciagonal bracing,consufl ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from ��nN�7 LLC SBCA al wwwsbcindust .com. u 24-0600 CO2 D � � � m H02 Apq Y g a 7 g E S 8 � b 8 s s s � a � t z-0o-ao � q o0 3 4 �4 kf AR3 12-00.00 �� ♦ � * H � �.,� = �,� . . , � � eo � � � � yy H R`+ s.� �� > �. � — 20815 67th Ave NE s�sarx s ci. n�na o�rtr.nmca now�o j�i VjSIONS w.»a.a.�.a..m,;a�w maa:y � ��'I� Artin u WA98223 �""�"�P"�"tl'�"��"`�� TCLL(P8R�:35 the Wx6c�tion of�W ba�L'CB dayuar.9ro the + �;e�w a.��w.w�.�w�.myo amrw rcn�mar�:�o DATE REMARKS Phone:1.160-925-4155 me�=��e��a�a�e ecu msn:o y 1 D A . md Bo�r�ud��ow��LL ihwAae.'M1� BCDL(�Pl:B EvergreenStateBuilders �g ;,or�e,�.,�,��,,..��n..a.,, r��9n:� � .W�k�m mmm..em.dpunaaty orue a�i�a sp..a:a�a �-+ 2844.1 Plau "v° ,�i � M $1210395 �°��"`�f"°°�°�'""�` LLOEFI:Caa+ m the Tw�PWe ImINb 963 D'Ond'n Ikivq on W1531]9