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2839 Truss Specs . , coHSU�r�nrG LLC DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1302091 MiTek 20/20 7.2 Tahoma Terra The truss drawing(s)referenced below have been prepazed by DrJ Consulting,LLC under my direct supervision based on the parameters provided by ProBuild (Arlington WA). Pages or sheets covered by this seal: I6442953 thruI6442965 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 connedor design values as published by the MiTek. 2.Accurate design values for solid sawn lumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, fingerjoirrted lumber shall be as defined by the grade stamp priorto 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 ANSI/TPI 1 Section 6.3. �Sr.er� v�x 4,,��o�w�+sqWc�'�c+j+ ,3� °�. O! � � �►� � � February 27,2013 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility for the design assumptions as defined on this truss design drawing,solely for the truss component(s)depicted.The design assumptions, loading conditions,suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSUTPI 1.The responsibilities and duties of the truss designer,truss design engineer and truss manufacturer 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. Joq Truss Truss Type Qty Ply Tahoma TeRa 18442953 B1302091 2-GE GAB�E 1 1 InhRnfcro nlnnf'nn�l1 ProBwltl Arlington,Arlington,WA 98223,Lisq 7250 s Aug 25 2011 MiTek Induslries,Inc.Wed Feb 27 08:42:08 2013 Page 1 t o-a ID:STXfwyWOrU01H6pTZLMmBmzh_sk-d2M02Wh4640E9nnWFkPgMufEsIUESfQK1KwOKuzhJ? -10-�1 8-9-8 17-7-0 &5-10 -10-10 8-9-8 8-9-8 -10-10 4x4 I� Scale=1:41.0 6 5 � 6.00 �y 4 8 � N � 3 9 2 10 �' "Ig 3x4= 18 17 16 15 14 13 12 3x4= 18-0-0 17-7-0 17-7-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) 0.00 10 n/r 120 MT20 185/148 TCDL 10.0 Lumber increase 1.15 BC 0.03 Vert(TL) 0.00 11 n/r 90 BCLL 0.0 ' Rep SVess Incr Yes WB 0.08 Harz(TL) 0.00 10 n/a n/a BCDL S.0 Code IRC2009ITPI2007 (Matrix) Weight:76 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 17-7-0. (Ib)- Max Horz 2=124(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,10,16,17,18,14,13,12 Max Grav All reactions 250 Ib or less at joirH(s)2,10,15,16,17,1 S,14,13,12 FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.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 oNy. For studs exposed to wind(nortnal to the face),see Standard Industry Gable End Details as applicable,or consuR qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wilh any other live loads. 8)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a reetangle 360 tall by 2-0-0 wide will fd 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)2,10,16,17,18,14, 13,12. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� 4.� �o� � ,� �� February 27,2013 AWARNING-Verify design parameters and reed notes on ihis Truss Desipn Drawing antl included DrJ Reference Sheet(rev.0&t t)before use.Design valid for use wilh MTek conneclor plates only.This tlesipn is baseC only upon peremeters shown,antl is for an indi�ritlual building component.Applicabilily , of design parameters and pmper incoryora6on oi the component is responsibilNy of Duikling designer or owner of the trusses and installet.Lateral iestraiM tlesignations shown on individual web and chord members aie for compression buckling only,not torbuikling stability bracing.Add'Aional temporary restrainU Aiagonal bracing to insure slabilky tluring conslruclio�is the responsibilily oi the instailer.Add'Rbnal pertnanent buildinp staDilily braciip oiNe oveiall structure is the responsibilily of ihe building Oesigner or owner of the trusses.For genelal puitlance regaNinp tlesign responsibilities,fabrication,quali[y conlrol,storage, delivery,erection,lateral resiraint antl tliagonal bracinp,consutt ANSI/TPI 1,DS&89 and BCSI(Builtlinp Component Safety Information)available from ��n�LLC SBCA at www.sbcintlust .com. Job Truss Truss Type pty Ply Tahoma 7erta q 18442954 81302081 2-GR HOWE � J �ob Reference O 110f181 Pro8uikl Arlington,AAington,WA 96223,List] 7.250 5 Aup 25 2011 MiTek Industries,Inc.Wed FeD 27 08:42:07 2013 Pege 1 I D:15JzAprC s2u9of5zNoPAqzh_sMSEvmGshit085nxN�j�a�rw58Jchk48ydTG_gxtKzh� �0-10��-� 4-8-11 � 8-9-8 � 12-10-5 I 17-7-0 i -� 4-8-11 4-413 4-0.13 4-&11 5x6 I I Scale=1:42.0 4 8.00 12 4x8 i 4x8� 3 5 6 � Z ld 4x8�i 9 $ � 4x8� 7&0-0 3x10 �I Bx8- 3x10 II 78-0-0 i 4-&11 � 8-&8 � 12-10.5 I 77-7-0 i 4-8-11 4-0.13 4-0.13 4-&11 Pia�e offsets�� 2�a2-�2.a2-o�,�s�a2-�2.a2-o� �a�o-a-o o-a-s� LOADING(ps� SPACING 2-40 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.43 Vert(LL) -0.10 8-9 >999 240 MT20 185/148 TCDL 10.0 Lumber Inaease 1.15 BC 0.44 VeA(TL) -0.21 8-9 >994 180 BCLL 0.0 " Rep Stress Incr NO WB 0.72 Horz(TL) 0.05 6 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 (Matrix) Weight:263 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 14o-0 oc bracing. WEBS 2 X 4 HF Stud/Std'Except' W3:2X4HFNo.2 REACTIONS (Ib/size) 6=8750/0-5-8 (min.0-4-13),2=8833/45-8 (min.0-4-14) Max Horz 2=129(LC 4) Max Upl'rft6=643(LC 6),2=-674(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=11817/871,3-4=-8076/644,45=8077/642,r6=-11828/880 BOT CHORD 2-9=710/9672,8-9=-710/9672,7-8=672/9682,67=-672/9682 WEBS 4-8=646/8550,58=3815/349,57=291/4264,3-8=-3802/342,3-9=285/4251 NOTES t)3-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords conneded as follows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-4-0 oc. Webs connected as follows:2 X 4-1 row at 0-30 oc. 2)All loads are considered equally applied to all plies,except'rf noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless othervvise indicated. 3)Unbalanced roof live loads have been considered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;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 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 3Cr0 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 withstanding 100 Ib uplift at joint(s)except(jt=1b)6=643, �� 2=674. tj�,v 8)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced � � �`�r� standard ANSIlTPI 1. 4� 0 �i TO LOAD CASE(S) Standard K, 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Continued on page 2 ",� �� February 27,2013 AWARNING-Verify design parameters antl reatl notes on this Truss Design Drawing and inGuded DrJ Reference Sheet(rev.0311�before use.Desqn valitl for use wilh M7ek conneclor plates onry.Tliis design is basetl only upon parameters shown,antl is for an indi�ritlual buil0ing component.Applicability � ot design parameters antl proper incorporation of the component is responsibili[y oi Duilding designer or owner of the trusses antl installer.Lateial restraint designations shown on indi�ridual web anC choN members are for compression buGcling only,not forbuilding slability bracing.Add'rtional temporary reslrainV diagonal bracing to insure slaDility during conslruGbn is the responsibilily of the inslaller.AddHional pertnanent builtling slabildy brecing of the overall struclure is the responsibility of the builtlinp designer or owner oithe trusses.For general guitlance regardinp tlesipn responsibililies,fabrication,quality coMrol,storage, ^ delivery,erection,lateral restraiM and diagonal bracing,consutt ANSIRPI 1,DS&89 antl BCSI(Building Component Safety Infortnation)available from ��u�nNR LLC SBCA at www.sbcindust .com. Joh � Truss Truss Type Qty Ply Tahoma 7erre 18442954 B1302091 2-GR HOWE 1 � Inh Refcre a lnnf'nnall ProBuild AAington,AAington,WA 98223,List] 7.250 s Aug 25 2011 MTek Industries,Inc.Wetl Feb 27 08:42:07 2013 Page 2 I D:15JzAprCs2u9of5zNo PAqzh_sM-5 EvmGshit085nxMjpRww58Jchk46ydTG_gxtKzh� LOAD CASE(S) Standard Un'rform Loads(pl� Vert:t-4=-70,46=-70,2-6=952(F=936) AWARNING-Verify tlesipn paremelers end reatl notes on this Tniss Design Drawing antl inGutletl DrJ Reference Sheet(rev.037 7�before use.Design valiA for use with MTek conneclor plates onry.TTis design is baseC ony upon paremeters shown,and is for an in0ivklual builUing component.Applicabiliry , of design Darameters and p�oper incoryoretion of ihe component is responsibildy of builtling designer or owner oithe Uusses and inslaller.Lateral restraint desqnatbns shown on indi�ridual web and c�orcl members are for compression Duckling only,not torbuilding slability bracing.Addttional temporary iestrainV diagonal brecing to insure stabilily tluring construqion is the responsibilily oi the installer.Add'Rbnal pertnanent buildirg slaDilily bracing of the overell stiuclure is Me responsibility of lhe building designer or owner of the trusses.For general guidance regartling design responsibilities,fabricatlon,quali[y control,storage, tlelivery,ereclion,laterel restrairrl and diagonal Dracing,consutl ANSI/TPI t,DSB-89 and BCSI(Builtling Component Safety Infortnatbn)available(rom ��C SBCA al wwwsbcindust .com. Jab Truss Truss Type Qty Ply Tahoma 7eira 16442955 B1302091 3-GE GABLE 1 1 Inh RMnro n/nn}innall ProBuiW AAington,AA��ton,WA 98223,List] 7.250 s Aug 25 2011 MTek Intluslries,Inc.Wed FeE 27 08:42:09 2013 Page 1 ��o-o Z�o o ID:K2MRTmBIuNyVNZW2HOrgwMz48�0-odlXhYjzP?Op0EW5wsyN_WHjBWtf?nmjl9�wDzh_iy 1�4-o z&o-o 2&0-0 14-0 Scale=1:80.6 5x6 I I 5.00 12 12 13 14 11 15 3x8% �p 16 3x6� 9 17 � g 18 19 6 20 5 21 4 22 3 23 1 z vI 24 pg Id d 4x6= 46 45 44 43 42 40 39 38 37 36 35 34 33 32 30 29 28 27 26 4x6= 41 31 3x8 = 3x8 = 18-0-0 460-0 4&0-0 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 25 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.03 25 n/r 90 BCLL 0.0 ' Rep Stress Incr Yes WB 0.17 Horz(TL) 0.01 24 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Metfix) Weight:235 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 1a0.0 x brecing. OTHERS 2 X 4 HF Stud/Std'Except' WEBS 1 Row at midpt 1336,12-37,1435 ST10,ST9,ST8:2 X 4 HF No.2 REACTIONS All bearings 46-0-0. pb)- Max Ho2 2=93(LC 6) Max Uplift All upliR 100 Ib or less at joint(s)2,24,37,38,39,40,42,43,44,45, 46,35,34,33,32,30,29,28,27,26 Max Grav All reactions 250 Ib or less at joiM(s)36,37,38,39,40,42,43,44,45, 35,34,33,32,30,29,28,27 except 2=288(LC 1),24=288(LC 1),46=421(LC 9),26=421(LC 10) FORCES (Ib)-Ma�c.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-46=318/83,23-26=-318/82 NOTES 1)Unbalanced roof live loads have been considered forthis 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 qualfied building designer as per ANSIlfPI t. 4)All plffies are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced ffi 2-QO oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. S)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9)Provide mechanical conneclion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,24,37,38,39,40, 42,43,44,45,46,35,34,33,32,30,29,28,27,26. ��A jj�*` 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. 4� � .A LOAD CASE(S) Standard O � �qG ��0 February 27,2013 AWARNING-Verify tlesipn parameters and read notes on this Tniss Desipn Drawing and included DrJ Reference Sheet(rev.03-11�before use.Design valid!or use with MTek wnneclor plates only.This design is besetl only upon parameters shown,antl is(or an indi�riduel builtling component.Applicabiliry , of tlesign paremeters anA pmper incorporation of the component is responsibility of buikling designer or owner of the trusses and installer.Lateral reslraint aesignations shown on indivitlual web and chortl members are for compressbn buckling ony,not forbuikling stabilNy bracirg.Addkional temparary restrainV tliaponal brecinp to insure slability tluring construGion is the responsibility of the insteller.Addilional pertnanent builtling slabili[y brecing otthe overall struclure is the responsibilily oithe Duiltling desipner or owner oithe trusses.For general guidance regartlinp design responsibililies,fabricatlon,qualiry coMrol,storage, tlelivery,erection,leteral resiraiM and diagonal bracing,consutt ANSIlfPI 1,DS&89 and BCSI(Buikling Component Safety Infortnation)available irom ��LC SBCA al www.sbcindust .com. Job Truss Truss Type qty Ply 7ahoma 7erta 18442958 81302091 3-GEA GABLE 7 1 Job Reference o tional ProBuiltl AAington,AMington,WA 98223,List] 7250 s Aup 25 2011 MiTek Industries,Inc.Wed Feb 27 08:42:10 2013 Page 1 ID:9UF81dTjUSrEe6nT8jm3MCzh rW-WpbvuukbAJWge051UZTcXkpuwvr10S1vyyubSfzh_ix ,t-��°'0 zs-o-o f is�-e '�-a-o' za-a-o z2a-a scaie=teo.o 5� II s.00 �2 13 14 12 �� 15 3x8% �p 16 3x8� 9 77 � g 18 19 6 20 5 21 4 22 3 23 2 24 � d� I'b d 4�- 45 44 43 42 41 39 38 37 36 35 34 33 32 31 29 28 27 26 25 4x6- 40 30 3x8 = 3x8= 1&0-0 i 45-7-8 457-8 � LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) Udefl lJd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 VeA(LL) -0.00 1 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.02 1 n/r 90 BCLL 0.0 ' Rep SVess Incr Yes WB 0.17 Horz(TL) 0.01 24 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:233 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural 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 70-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std`Except` WEBS 1 Row at midpt 1&35,12-36,1434 ST10,ST9,ST8:2 X 4 HF No.2 REACTIONS All bearings 45-7-8. (Ib)- Max Ho2 2=101(LC 5) Max UpliR All uplift 100 Ib or less atjoint(s)2,36,37,38,39,41,42,43,44,45, 34,33,32,31,29,28,27,26,25 Max Grav All reactions 250 Ib or less at joint(s)24,35,36,37,38,39,41,42,43, 44,34,33,32,31,29,28,27,26 except 2=289(LC 1),45=421(LC 9), 25=413(LC 10) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-45=318/83,23-25=-3Q4/86 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qual�ed building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-QO 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&6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 9)Provide mechanicel connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR at joint(s)2,36,37,38,39,41, 42,43,44,45,34,33,32,31,29,28,27,26,25. �� 3� 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced � �'� standard ANSI/TPI 1. �� C� .A LOAD CASE(S) Standard O � � �� 0 �brtAt.�' February 27,2013 AWARNING-Verify design parameters and reatl notes on ihis Truss Design Drawing and includetl DrJ Reference Sheet(iev.0311�before use.Design valid for use with MiTek wnnector plates ony.This tlesign is based only upon parameters shown,antl Is for an indi�ridual building component.ApplicaDiltty , oi desipn parameters and proper incorporetion of the component is responsibili[y of building designer or owner of the trusses end insteller.Lateral resiraint designations shown on individual web and choid members aie for compression buckling onty,nol forbuilding stability Wacing.AOORional temporary reslrainV diagonal Drecing to insure stability tluring consWC[ion is the responsibilNy of ihe insteller.AAdRional pertnanent building slabili[y brecing of the overall sUVCiure is the responsibility of the Duiltling designer or owner of the trusses.For general guidance regarding design iesponsibilities,fabrication,quality coMml,storage, delivery,erection,lateral restraiM and diagonel bracing,consuR AN51lfPl 1,DSB-89 antl BCSI(Buikling Component Safety Infortnation)avaiiable from ��LC SBCA at www.sbcindust .com. Job Truss Truss Type pty Ply Tehoma Terta 18442957 B1302091 3-TR MOD.QUEEN g t .Inh Rwfwrwnra lnntinnall ProBuild Arlington,AAington,WA 98223,List] 7250 s Aug 25 2011 MiTek Induslries,inc.Wetl Feb 27 08:42:12 2013 Page t ID:AInZsRgOTg_qAjakdoZ2Yozh_rF-SCjfJZlriwmNtiFgb_W4c9v3wiNgsGAC� ryiXYzh iv r1—d��-� 8-5-14 � 15•8-3 23-0-0 30.343 � 37-6-2 � 460-0 ��'Y'a-a 1-4-0� 8-5-14 7-2-5 7-313 7-373 7-2-5 8-514 1-4-0� Scale=1:80.3 5x8= 5.00 12 6 3x8 % 3x6% 3x6� 5 � 3x8� 4 8 2x4 O 2x4�i 3 9 2 10 �1 11I� d � 4x10% 16 15 17 18 �4 19 13 242 4x10� 4x4 =5x8= Sx8=4x4= Sx8= 1&0-0 1&0-0 � 12-3-6 I 2&0-0 33-8-10 I 460-0 i 12-3-8 10.8-10 10.8-70 123-8 Piate orrsets��v�� z:o-a-s a2-o� ��o�o-a-s a2-o� LOADING(ps� SPACING 2-0.0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Inaease 1.15 TC 0.85 Vert(LL) -0.45 14-16 >999 240 MT20 185/148 TCDL t0.0 Lumberincrease 1.15 BC 0.67 Vert(TL) -0.81 12-14 >671 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.51 Horz(TL) 0.19 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:220 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except" TOP CHORD Structural wood sheathing directly applied. T1:2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 14o-0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 1 Row at midpt 5-14,7-14 WEBS 2 X 4 HF Stud/Std'Except' VV3,W4:2 X 4 HF No.2 REACTIONS (Ib/size) 2=2232/0-5-8 (min.0-3-11),10=2232/0-58 (min.03-11) Max Horz 2=94(LC 6) Max Uplift2=121(LC 5),10=-121(LC 6) FORCES (Ib)-Mau.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4705/195,3-4=-4244/130,45=-4066/160,5-6=-2999/152,6-7=2999/152, 7-8=-4066/161,8-9=-4244/130,9-10=-4705/196 BOT CHORD 2-16=184/4234,15-16=-73/3468,15-17=73/3468,17-18=73/3468,14-18=-73/3468, 1419=0/3468,1&20=0/3468,13-20=0/3468,12-13=0/3468,10-12=91/4234 WEBS 3-16=546/157,5-16=0/767,5-14=1080/146,614=-16/1707,7-14=-1080/146, 7-12=0/767,&12=-546/157 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Eup B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and ri9ht exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)2=121, 10=121. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. �$�� tjp,_ `��LOADCASE(S) Standard 4� �W C �O � � �'0. ��o February 27,2013 AWARNING-Verify tlesipn parameters and read notes on this Truss Design Drawing and inGuded DrJ Reterence Sheet(rev.0311�before use.Design valitl for use wkh MTek connector plates onty.This design is Oased only upon parameters shown,antl is for an individual builCing component.Applicebility , of design parameters and proper incorporetion of the component is responsibiliry oi DuiWing designer or owner of the trusses and insla�ier. Lateral restraiM designations shown on intlivitlual web and choid members are for compressbn buckling onty,not forbuiltling stebility bracing.Adtlilional temporary restrainU tliagonal brecing to insure stability during constr�ction is the responsiDildy of the instalkr.AAdilional permanent building stabiliry bracing of the overall strucYUre is the responsibility of the buikling designer or owner of the trusses.For general guidance regardinp tlesign responsibilities,fabrication,qualiry control,storage, w tlelivery,erec[ion,lateral restraint and diagonal bracing,consuM ANSIRPI 1,DS&89 antl BCSI(Building Component Safety Information)available irom ��u�nNALLC SBCA at www.sbcindust .com. Jop Truss Truss Type Qty Ply Tahoma Terta 16442958 B1302091 3-TRA MOD.QUEEN 8 � Inh Rnfcro e/nnfinnel\ ProBuild Arlington,AAington,WA 88223,List� 7250 s Aug 25 2011 MiTek IiWustries,Inc.Wetl Feb 27 08:42:12 2013 Paqe 1 ID:PILOJK_hMfG71iZk9Ft BbHzh_qr-SCjfJZlriwmNtiFgb_W4c9v33iNesGAC��l�io Yzh_iv 1-d��-� 8-574 158-3 2&0-0 363-13 37-8-2 457-8 1-4-0 6-5-14 7-2-5 73-13 7-&13 7-2-5 8-1-8 Scale=1:79.2 5x8= 5.00 12 6 3x8% 3�� 3x6� 5 7 3x8� 4 8 2x4�� 2x4 �i 3 9 2 10 �� Iu� 4x10 % 15 14 16 17 t3 18 12 ��1 4x10� � 4x4 -5x8= 5x8=4x4= Sx8= 1&0-0 18-0-0 123-8 2&0-0 338-10 45-7-8 123-8 10.8-10 10.8-10 11-10-14 Plate Offsets(X.Y1� f2:0-4-5.42-01 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.84 Vert(LL) -0.44 13-15 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.67 Vert(TL) -0.80 1315 >682 180 BCLL 0.0 • Rep SVess Incr Yes WB 0.51 Horz(TL) 0.19 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:217 Ib FT=20°h LUMBER BRACING TOP CHORD 2 X 4 HF No.2•Except' TOP CHORD Structural wood sheathing directly applied. T1,T3:2 X 4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. BOT CHORD 2 X 6 DF No.2 WEBS 1 Row at midpt 5-13,7-13 WEBS 2 X 4 HF Stud/Std'Except` W3,W4:2 X 4 HF No2 REACTIONS (Ib/size) 2=2222/0-5-5 (min.0.3-11),10=2111/Mechanical Max Hoa 2=103(LC 5) Max Uplift2=122(LC 5),10=-78(LC 6) FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4679/196,3-4=-4218/130,45=4040/161,5-6=-2972/153,Cr7=2972/152, 7-8=3994/166,8-9=-4171/135,9-10=-4600/199 BOT CHORD 2-15=194/4210,1415=-82/3443,1416=82/3443,1617=82/3443,13-17=-82/3443, 13-18=5/3421,18-19=-5/3421,12-19=5/3421,11-12=-5/3421,10-11=117/4119 WEBS 3-15=547/157,5-15=0/767,5-13=1080/146,6-13=-16/1687,7-13=1056/149, 7-11=0/730,9-11=-489/154 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end verlical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 oi 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10 except(jt=1b) 2=122. 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced ��j�R li�r,e� standard ANSI/TPI 1. "fi LOAD CASE(S) Standard 4' � O� � � �� °��ru.�,o February 27,2013 AWARNING-Verify tlesipn parameters and read notes on t�is Tniss Desipn Drawing antl inGuded DrJ Reference Sheet(rev.03-17�before use.Desipn valid for use wkh MiTek connector plates ony.This Aesign is baseA onty upon peremeters shown,entl is for an inAi�ritlual building component.Applicabiliry � of design parameters and proper incorporation of the component is responsibilily of builtling designer or owner of the irusses antl installer. Lateral restreint designations shown on indi�ridual web and chord members a/e for compression buckling only,not forbuilding stabi�ily bracing.AtldNOnal tempotary restrainll Aiagonal bracing to insure stabilily during constniclion is ihe responsibilily of the installer.Adddional pertnanent building stability Drecing of the overell struclure is ihe responsibili[y of the building tlesipner or owner of ihe trusses.For general guitlance regaNing design responsibilNies,taDrication,qualily coMrol,storage, delivery,erection,lateral restraint and Aiagonal bracing,consutl ANSI/TPI 1,DS&89 anC BCSI(BuilOing Component Safety Infortnation)available from ��nR�f LLC SBCA at wwwsbcintlusl .com. JoC TrusS Truss Type Qty Ply Tehoma Te�a 18442959 81302091 4-GE GABLE 1 1 Job Reterence o tional ProBuild Artington,AAington,WA 98223,List] 7250 5 Aug 25 2011 MiTek Industries,Inc.WeA Feb 27 08:42:13 2013 Pape t s-ao ID:GMNVcCOuR5esSQTMQXgBFRzh_sv-wOH1 WvmTTEuEVsql9i1J9MRPA6spbqOMew7F3_zh_iu a-a-o � i�-o-o � 22-0-0 � 2s-a-o �-a-o >>-o-o >>-o-o �-a-o Scale=1:40.5 4x4 I I 6 4.00 12 5 7 4 8 3 9 ,� 2 10 ' � ��1� o d 3x4— 19 18 17 16 15 14 13 12 3x4= 3x4= 9-0.0 i 22-0-0 � 2200 � LOADING(ps� SPACING 2-QO CSI DEPL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.17 Vert(LL) 0.01 11 n/r 120 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.10 Vert(TL) 0.03 11 n/r 90 BCLL 0.0 ` Rep SVess Incr Yes WB 0.07 Hoa(TL) 0.00 10 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:75 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 60-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 22-Q0. pb)- Mau Ho2 2=-42(LC 4) Ma�c Uplift All uplift 100 Ib or less at joint(s)2,17,18,19,14,13,12,10 Max Grav All readions 250 Ib or less at joiM(s)15,17,1 S,14,13 except z=2as��c�>,is=azz��c s�,�2=a22��c io>,�o=2as��c>> FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 3-19=-319/74,9-12=-319/74 NOTES t)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSI/TPI t. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 2-QO 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 fd 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)2,17,1 S,19,14,13, 12,10. 10)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. �� LOAD CASE(S) Standard �� ro � � �� ,�►�.�' February 27,2013 AWARNING-Veriy design parameters anA read notes on ihis Tniss Design Drawing entl inGutled DrJ Reference S�eet(rev.03-11)before use.Desipn valid for use with MTek connetYOr plates only.T�is tlesign is based onty upon parameters shown,and is tor an intlivitlual builUing component.Applicability , of design parameters and proper incorporation oi Ne component is iesponsibility of Duikling designer or owner otthe irusses antl installer.Lateral 2straint designations shown on individual web and chord members are for compression bucklinp only,not forbuiltling slabiliry brecing.Atlditional temporary resiraint/ diagonal brecing to insure slaDility during conslruGion is the responsiDility of ihe installer.Atldiliona�pertnaneM building stabilNy brecing oithe overall stnicture is the responsibility of the building tlesigner or owner of t�e Wsses.For generai guitlance regarding Oesign responsibildies,faDrication,quality control,storage, delivery,erection,lateral resiraint and tliagonal brscing,consutt ANSIlfPI 1,DS&89 entl BCSI(Buildinp Component Safety Infortnation)available hom ��t��w��C SBCA at wwwsbcindust .com. I. p Job ' Truss Truss Type Qty Ply 7ahoma Terra 16442980 B7302091 4-TR COMMON TRUSS 5 � Job Reference o tional ProBuild AAington,AAington,WA 98223,List] 7.250 s Aug 25 2017 MiTek Industries,Inc.Wed FeD 27 08:42:14 2013 Page 7 ��09-4o s-lo-ta ��oo ID:GMNVcCOuR�5eZSQTMQXgBFRzh_sv-OaqQkFn5EY027�OP�3jPWha_XdW6N��52�Jta�s�pb0zh_it 1-4-0 5-10-14 5'1-2 5-1-2 5-10-14 1-4-0 Scale=1:40.5 4x6= 4 4.00 12 2x4�� 2x4/i 3 5 2 6 � 7 � ° ,o s e Ib 3x8= 3x4= 3x4= 3x4 = 3x8= s-ao s-o-o �a-a u-a-iz zz-o-o �-�"4 8'9'8 7 7-4 LOADING(ps� SPACING 2-40 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.32 Vert(LL) -0.13 8-10 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.46 Vert(TL) -0.30 2-10 >854 180 BCLL 0.0 ` Rep Stress Incr Yes WB 0.29 Horz(TL) 0.08 6 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:73 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheffihing directly applied or&&6 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. WEBS 2 X 4 HF Stud/Std REACTIONS (�b/size) 2=1037/0-3-8 (min.0-1-11),6=1037/43-8 (min.0-1-11) Max Hoa 2=-42(LC 4) Mau Uplift2-80(LC 5),6=-80(LC 6) FORCES (Ib)-Max.Comp./Mau.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2195/94,3-4=-7910/73,4-5=1910/73,5-6=-2195/95 BOT CHORD 2-10=75/2017,9-10=-1/1383,8-9=1/1383,6-8=-34/2017 WEBS 4-8=7/577,5-8=-408/102,410=-7/577,310=408/102 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 IeR 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-fr0 tall by 2-0-0 wide will fd 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)2,6. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. LOAD CASE(S) Standard �� .-�� ' ��'� ox � � ��` 0 �r�.t�' February 27,2013 AWARNING-Verify tlesign parameters and read notes on this Tivss Design Drawing antl inGuded DrJ Reterence Sheet(rev.03-11�before use.Design valitl for use wilh MiTek conneclor plates ony.This design is Dased onry upon paremeters shown,anA is for an intli�ritlual building component.Applicabiliry , o(design parameters and proper incoryoration of the component is responsibility of building tlesigner or owner oit�e Vusses and installer. Lateral resiraint designations shown on indi�ritlual web antl chorcl members are for compression buckling only,not torbuilding slabilRy bracing.Additional temporary iestreinU diagonal bracing to insure stabilNy Auring conslruqion is the responsibildy of the installer.AdOdional permanerM buiWing stabilily bracing of the overall strucYUre is the responsibility of the building tlesigner or owner of the irusses.For general puitlance repaiding desipn responsibililies,febrication,qualNy control,storage, delivery,erection,lateral restreint anA tliagonal bracing,consutt ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Infortnation)available from ��u�nHK LLC SBCA at www.sbcindust .com. Job Truss Truss Type Qty Ply Tahoma Terra I64a2961 81302091 5-TR KINGPOST 7 � Job Reference o tional PioBuild AAington,AAington,WA 98223,List] 7250 s Aup 25 2011 MiTek Industries,Inc.Wed Feb 27 08:42:14 2013 Pege 1 '¢0 7 3 0 ID:GMNVcCOuRSesSQTMQXgBFRz�s�v-OaqQkFn5EY0570P3jPYYha_P5�,�KGO'ata�spb�zh_it s-ao 1-4-0 73'0 7-3-0 1-4-0 Scale=128.2 4x4 I I 3 4.00� �(y 2 4 `''1�I �N 5 � o d 6 4x4 = 2x4 II 4x4= 9-0.0 9-0.0 7-&0 14�-0 7-&0 7-30 LOADING(ps� SPACING 2-QO CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 Vert(LL) -0.08 4-6 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.34 Vert(TL) -0.18 4-6 >911 180 BCLL 0.0 " Rep SUess Incr Yes WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:41 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-14 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 StudlStd REACTIONS (Ib/size) 2=713/0.68 (min.0-t-8),4=713/0-5-8 (min.0-1-8) Max Horz 2=31(LC 4) Max Uplifl2-69(LC 5),4=-69(LC 6) FORCES (Ib)-Max.Camp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23=1001/1,3-4=-1001/1 BOT CHORD 2-6=0/865,4-6=0/865 WEBS 3-6=0/312 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL�.Bpsf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right expased;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 fA between the battom 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 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �� a �� 'o � � � ��` °��r�u.�,o February 27,2013 AWARNING-Veriry tlesign parameters and read noles on this Truss Design Drawing and inGutletl DrJ Reference Sheet(rev.0&11�before use.Design valitl for use with MTek conneclor plates ony.This Cesipn is basetl only upon parameters shown,antl is for an intlivitlual building component.Applicability � oi desipn parameters and proper incorporation of the component is responsibility oi builtling Oesigner or owner oit�e lrusses and instalter.Lateral resiraint designations shown on indi�ridual web and choid members are for compression buckling onty,not forbuilding staUilRy bracing.AtltlRional temporary restreinV diagonel brecing to insure stabilily tluring construGion is the responsibildy of ihe installer.AOdilional permanent builtlinp stabili[y bracing of the overell struciure is the responsibility of the building tlesigner or owner oithe Wsses.For generel guidance regarding tlesign responsibildies,febrication,quality coMrol,storage, delivery,eiection,lateral restraint antl tliagonal bracing,consuR ANSIlfPI 1,DSB-89 and BCSI(Building Component Safety Infortnation)available from ��'u�nHff LLC SBCA at www.sbcintlust .com. JoG Truss Truss Type Qty Ply 7anoma 7ena ieaa2se2 81302091 5-TRS GABLE 1 1 Job Reference o tional ProBUild AAington,Arlington,WA 98223,List) 7250 s Aug 25 2011 MiTek Indusiries,Inc.WeG Feb 27 08:42:15 2013 Page 1 9-4o ID:GMNVcCOuRSesSQTMQXgBFRzh_sv-snOoxbok?r8yk9zFH73nEnXkl�v�1�13jbe6EcM8tzh_is ; -�-a-a �-a-o � u-a-o � �siao 1-4-0 � 730 730 1-4-0 Scale=1:28.7 Sx8 I I 4x4 % 2x4 I I 3 4x4� 4.00 12 2x4 I I 4x4% 4x4� 4x4% 4x4 \ � � v> 1 N 2 4 � 5 I� 3x6=4x8 �� 2x4 I I 6 2x4 �� 4x8 �� 2x4 I I 3�_ 9-0.0 9-0-0 73-0 14-8-0 73-0 73-0 Piace orrs�s a.Yr �2:as-a a�-o�1 :aaa.ed9e� �a•as-a a�-o� �a�ao-a�9�� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.22 Vert(LL) -0.08 46 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.35 Vert(TL) -0.19 46 >916 180 BCLL 0.0 * Rep Stress Incr Yes WB 0.15 Horz(TL) 0.03 4 n/a n/a BCDL 8.0 Code IRC2009ffP12007 (Matrix) Weight:59 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 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std OTHERS 2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=715/0-3-8 (min.0.1-8),4=715/0-3-8 (min.0-t-8) Max Hoa 2=30(LC 4) Max Uplift2=67(LC 5),4=-67(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1064/0,3-4=-1064/0 BOT CHORD 2-6=0/951,4-6=0/951 WEBS 3-6=0/317 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)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 qual�ed building designer as per ANSI/TPI 1. 4)Gable studs 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 bottom chord in all areas where a rectangle 3-60 tall by 2-0-0 wide will fd 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)2,4. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. LOAD CASE�S) Standard ��A Q� �� w � �. �� o,� � � �� February 27,2013 AWARNING-Veriy tlesign parameters entl read noles on this Truss Design Drawing and inGudetl DrJ Reference S�eet(rev.03-11�betore use.Design valid for use with MTek conneclor plates onry.This aesign is based only upon parameters shown,antl is tor an intlivitlual building component.Applicabiliry � of design parameters and proper incorporation of the component is iesponsibiltly of builtling tlesiqner or owner of the Vusses antl installer.Lateral restraint tlesignations shown on indi�ridual web and chord members aie for wmpression buckling only,not torbuiltling stabilily bracing.Adtlilional temporary restrainU tliagonal bracing to insure stebildy tlurinp constniction is the responsibility of ihe installer.Atldilional pertnanent building stabilily bracing of the overall struclure is the responsiDilily oithe building tlesigner or owner of ihe Wsses.For qeneral guidance regarding Aesign responsibilkies,febrication,qualNy coMrol,storage, tlelivery,ereclion,laterel restraint antl tliagonal bracing,consutt ANSIlfPI 1,DS&89 and BC51(Buikling Componenl Safety Intortnation)available irom ��u�nNA LLC SBCA at wwwsbcindust .com. � Job Truss Truss Type �ty Ply Tahoma Terra 18442983 81302091 E-1 JACK 9 1 Job Reference o tion� PraBuild AAington,Arlington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Induslries,Inc.WeA FeD 27 08:42:15 2013 Pege 1 9-ao ID:OcP6odon1lArHml7xljKgvzh_oV-snO�c�$k?r6yk9zFH73nEnXnZwZ531ve6EcM8fzh_is -�-ao � �-�i-a ' �-o-o �-�i-a Scale=1:8.4 3 4.00 �2 2 n ci � 0 3x4 \� 4 Plate Offsets�X Y�[2�0-1-8 0-3-14� LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ` Rep SVess Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009ITPI2007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling diredly applied or 10-o-0 oc bracing. REACTIONS (Ib/size) 2=175/0-6-5 (min.0-1-5),4=15/Mechanical,3=44/Mechanical Max Horz 2=30(LC 3) Max Uplift2=39(LC 3),3=-9(LC 3) Max Grav 2=175(LC 1),4=33(LC 2),3=44(LC t) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end veAical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-Fr0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connedion(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 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. LOAD CASE(S) Standard � � �� 'o x � � �� °��.�o February 27,2013 AWARNING-Verify design perameters and reatl noles on ihis Truss Design Drawing and included DrJ Reterence Sheet(rev.03-11�before use.Design valid for use with MTek connector p�etes ony.71iis tlesign is based only upon parameters shown,and is for an indi�ridual building component.Applicability � of design parameters and proper incorporation of the component is responsibility of buildinp designer or owner of the trusses and installer.Lateral restraint designations shown on indi�ridual web an0 chortl members are Tor compression buckling only,not forbuiltling staDiltty bracing.Atltlilional temporary restraint/ tliagonal brecing to insure stabili[y during constn�ction is the responsibildy of the installer.Add'Rional permanent Duilding stabiliry Dracing of the overell siruclure is the responsibilily of the building designer or owner of the lrusses.For general guidance regarding design responsibiltties,fabricatlon,quaidy cantrol,storage, w tlelivery,ereclion,laletal restraint and dieponal bracing,wnsuM ANSI/TPI 1,DS6-89 antl BCSI(Building Component Safety Infortnation)available from Aif�ulnN�T(�C SBCA at www.sbcindust .com. rw Job , Truss Truss Type Qty Ply 7ahoma Terra ieaazesa B1302091 E-2 JACK 10 1 Job Reference o tional ProBuild Arlington,Arlirgton,WA 98223,Lisq 7250 5 Aug 25 2011 MiTek Industries,Inc. Feb 27 08:42:18 2013 Page t ID:JDsArq5rN7BRAStALo9yfuh_o7-KzyA9xoMm9Hp�u1�I�RqqaOm?3xBJtIoC9oKuLwgJzh_ir -i-ao 9-0.0 3-11-8 � t-40 3-11-8 Scale:1"=1' 3 4.00 12 2 � , d 3x4 \\ 4 Plate Offsets(�j�[2:0-1-8.0-314] LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.12 Vert(LL) -0.01 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.77 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009lTPI2007 (Matrix) Weight:11 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing diredly applied or 3-11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling diredly applied or t0-40 oc bracing. REACTIONS (Ib/size) 3=107/Mechanical,2=252/0-5-8 (min.0.1-8),4=28/Mechanical Max Horz 2=47(LC 3) Max Uplift3=27(LC 3),2=-43(LC 3) Max Grav 3=107(LC 1),2=252(LC 1),4=63(LC 2) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical IeR 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-CrO tall by 2-0-0 wide will fA between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIITPI 1. LOAD CASE(S) Standard $ �� 0 �r��,a�' February 27,2013 AWARNING-Veriry Aesign parameters antl read notes on this Tniss Desipn Drawing and inGuded DrJ Reference Sheet(rev.0&11�betore use.Design val'M for use wtth MTek conneqor plales onty.This design is Dasetl ony upon parameters shown,antl is for an intlivitlual Duiltling component.Applicability , of design parameters and proper incorporetion of ihe wmponent is responsibility of building designer or owner of the trusses and installer.Lateral restraint designetions shown on inCi�ritlual web and chord members are tor compression buckling only,nol forDuiltling stabilily bracing.Additional temporary reslreinU tliagonal bracinp to insure stability durinp construdion is the responsibiltty oi t�e inslaller.Addilional pertnanent building stabilily btacing of the overell siniclure is the responsibilily otthe builtling tlesigner or owner of the trusses.For general guidance regartling tlesiqn responsibildies,fabrication,qualky control,storage, tlelivery,erection,lateral restreint anA tliagonal bracing,consutt ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)aveilable from ��u�nNG LLC SBCA al www.sbcindust .com. Job ' Truss Truss Type oty Ply Tahome 7eira �� 18442985 81302091 E3 JACK 9 1 Job Reference I ProBuiM Arlington,Ariington,WA 98223,List] 7250 s Aug 25 2011 MiTek Induslries,Inc.WeA Feb 2108:42:16 2013 Page 1 9-0-o ID:JVOcPeIVNLKI i3gRrszxrZzh_ns-IC�y��9xoMm9HpMJYRqqaOm?3yIJvKoC9oKuLwgJzh_ir -i-ao � �-�t-e ' �-ao i->>-s Scale=1:9.4 3 5.00 12 2 o� � 3x4\� 4 PlatP(YffS@tS(x Y�[3'Fd9g,�� LOADING(ps� SPACING 2-40 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 2 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress I�cr Yes WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 Code IRC2009/TP12007 (Matrix) Weight:6 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=175/0-6-8 (min.0-1-8),4=15/Mechanical,3=44/Mechanical Mau Ho2 2=38(LC 5) Mau Uplift2=38(LC 5),3=-10(LC 5) Max Grav 2=175(LC t),4=33(LC 2),3=44(LC t) FORCES (Ib)-Mau.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;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 redangle 3-EO tall by 2-0-0 wide will fd 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 wkhstanding 100 Ib uplift at joint(s)2,3. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sedions R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. LOAD CASE(S) Standard �� ' � �� 0 � � �� °��►�.�,o February 27,2013 AWARNING-Veriy dasign parameters and read notes on this Truss Design Drawing antl inGUtled DrJ Reference Sheel(rev.03-11�before use.Design vali0 for use wRh MiTek conneclor plates ony.This tlesign is Dasetl ony upon parameters shown,anC is for an intli�ritlual Duiltling component.Applicability � of design parameters and proper incorporation of the component is responsibility of builtling tlesigner or owner of the trusses and installer.Lateral restraint designations shown on intli�Atlual web aiM chortl memDers are tor compression buckling only,not forbuikling stabili[y Dracing.Atltlitional temporary restrainV diagonal brecing to insure stabilily during construc[ion is the responsibildy of the instatler.AtlAdanal permanent builtling slabildy brecing of the overell stniclure is the responsibility of lhe buikling Oesigner or owner oithe trusses.For general guidance regartling design responsibilXies,fabrication,qualRy control,storage, delivery,erection,lateral restraint and diagonal bracing,consuM ANSI/TPI 1,DS&89 and BCSI(Buikling Component SaTety Infortnation)available finm M�M,.��w�LC SBCA at wwwsbcindust .com. rw�� n° z ' m � � . � y v�w cn c D —� �. r p � � f�° �� Z n X '" �" m �G ... � � r y Q � r � � m Nn II O � � � � � A � C)SG��o�Z o, y A�' y o �" C �.(DQQ � � � O � QaQ�c�o o , � ��D � � C�� ' Z � � � � Z H �cQO��o � � ��g �oQQ fi� 30� � � c � � � m � o a_ QYgoC� a a �; ao � n�oo ° � � 3 ° � Q iQ-a �� p m �, am � o °� y' � �A Q� �� Z oQQ-oQ �co m ° ° ° m -~--•m n � �3` �c � �D� o o" �`` � �m � o �� N� � D c� • � � a N .�� .Q O o �� °-a�„ � �,_ 3,N a � �� Q c o °� � �o Q� � � �� Qmp�-a 3� po � � 3� p �� Q3 Q Q� � a CD �� D.Q ,n N ��yW� n C��DQ� Q 0�� Z QOC � N �� Q inOj ��QQO ? � �� oQa� �� ; o _oQ3 oaao ' c�o� � °. a°��•Q?, � � m �� Q m � � �, �.6 mQ-� � 3 . � Q o Qo.��N � Qa�� o —�� N � o � ° � �3�a°• O �, O �t� 03 O;O O Z Q Q 7 �� Q Q � (p n�6 v� 3 �, j� 3 7C �n 3 Q p 3"' � ' C � O 00 � (D < CD Q (Dfl � 0 �� p �(D (p p �X' � CD�Q C � O O.� Q QQ O� ,�� QQ o � (D O � (p � �� 63 Q N � (D � x O () Q ' -'�� p �Q Q � S � . �• � � N� NN � O �m�N n � c= =A0 TOPCHORD � ' �ApA n O 30 �Oz °° ci-a � Z 07 70 T C-a � � ODV(n� N C �y �GD o �Z�T � � �a =m � � � C � J N iTl�O�7 � A �� m � �` N � A � � � `�u,a� N p �o f �Z � O oo � � � °'o�W w m �'� yA w � _ O �J�oN � D �� O = �y � � A ��Tl 70 m �j � W2 7 Q N Q �• � � DN � m Zc � m � 3 /�^ � � �1.f cQ ° w � ? s,3°0„ = N o�. h � N 3' �7o O O I~ (� w o v x�v p � � � £ � �y/ � D D � j �m N P ' � � 3 \ O ZZ^� � 3 y ��0 cQ ° To �� rt QO� N `o_ �� o, ° ? 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