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1914 Truss Specs � u� 540PA0 p.p5_pp 38-0600 /�END A ��o.�. � � D s , � � � � � g m rn � g o � � � � a T " P � _ h � 0� � S I ` � i w a oi � � s , D02 D01 b01-OS 72-1411 31-02-00 59-0400 D p � x � c w � pZ � m *_:L� maH n S am�'m n ^ __. . v � � • _, f�' � r •� �r i �'�i,�. s�m o m � n :'��' T�P � a i,�' S�I�• omm r i.,r,',._,?)'., ao � ...;,4: O w �~� �� +� � � � � t 0 � b � �' . ��.. .. L..J L�J �,J _ . .S � . t I;. I�i� .. b 't�fF � I' ILW ... 'e'g� +��0 2081567thAveNE *��:-�s+>v��''`W "��" T"�"'�'""�` REVISIONS 4w�eoe.._ _ � -��''� nR�cmpn�.aemueemnnehym tCLL(P9Y11: _'�'_�' Arlington,N'A98223 �•�d•�A^^��^��"��$-� DATE REMARKS �;awi mr��e.w e..n m..ae,w m�.e rcm,lrs�l�.�e Ph0�C:1-360-925-4155 ��W��•��k�arb�=• YCLL(PRFI:� � pwak r��...�w p�.�..n n...oe or 111Lp9t ATE: C�I.E: BCOL(1'dF�:tl Freestone �.�m��p�.ro.m ro,r�oww.wrn.<,x. � NTS ��olJsw..uppunmvque��e4d:�p Wda.. TL(PNll:ll .��LL.W whu�w�W^'P•ubiY��of IF� N'I�d Fp.ad:&i N � ""'E" 1914-2 car ��^ LL od� ��.°iv..��.:aw«��,u:k t�uer�usx m Ih�Twi PYU IrIVU1F 513I1Onbo Umx: DRCtl3: IWyuM1 WIf)IA 'li , CONSUIT/NG ccc DrJ Consulting, LLC 6300 Enterprise Lane Madison, Wisconsin, 53719 Re: B1210924 MiTek 20/20 7.2 1914 2 CAR 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: I6138922 thruI6138934 My license renewal date for the state of Washington is May 18,2014. Important Notice:The accuracy of the Truss Design Drawings relies upon: 1.Accurate metal plate connector design values as published by the MiTek. 2.Accurate design values for solid sawn Iumber.Design values(E,Emin,Fb,Fc,Fcperp,Ft,and Fv)for solid sawn lumber and approved,grade stamped, finger jointed lumber shall be as defined by the grade stamp prior to cross cutting and in accordance with the published values of lumber rules writing agencies approved by the Board of Review of the American Lumber Standards Committee in accordance with the latest edition of ANSIITPI 1 Section 6.3. �� .�a� �'�� . '�°�� /��, �°�� . � � � =�� . ..�. .� � �� November 19,2012 Ryan J. Dexter, P.E. The seal on these Truss Design Drawings indicates acceptance of professional engineering responsibility solely for the truss component(s)depicted on the individual Truss Design Drawings. The design assumptions, loading conditions, suitability and use of this component for any particular building is the responsibility of the building designer or owner of the trusses,per ANSI/TPI 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. _. . � . .�.�,. i Job . rTruss - - - TrussType .-- - . -- ,Q iPly 19t42CAR . ' �' � 16138922� I. B1210924 IA01 �COMMONTRUSS 7 I 7 � '' -_---L--_- --�-- -_ --- _------�_J�__ :Job Reference�optionap I -__ _ ---- i, ProBuild Adington,Adington,WA 98223,List] 7250 s Aug 25 2011 MiTek Industries,Inc. Mon Nov 19 11:59.43 2012 Page 1 ' ID:47WNvIRzLlA4piU18G2qj8yHdhl-RAcOqcTjeMXH7L9jLmTiZwqsopG2UlY�l�9�kf'?yHdPk � 1-�-(�2 7-0.5 13-63 _...__._ . 20-0.0 &1-2 26-5-13 32-11-11 40-0-0 1-0-�0 - ____- - _ ___.. ___. _—._. ___ ..__. - __- ___..__--- �1-0-0 7-0.5 6-5-13 f 6-5-13 � 6-5-13 + 6-5-1� �-0.5 -0-0 Scale=1:71.5 i 5x6- 6.00 12 6 � � � 3x6% 4x4 � 3x6% 5 7 3x6 � 4 8 � ��,i o 2x4 \� 2x4// 3 9 i� 2 10�� / - ------- y __..----.__--� ---..___. - -- d 3x6% 14 15 16 13 17 18 12 3� � 5x10 = 3x8 �� 5x8-� 8-1-2 &1-2 8'1'2 .�i i 10-0-0 _+ ._._.._ 20-8-12 � 30-0-0 _... ..._ �0-0-0 ,� . - __ ___ - _.-.-. - ___- �I 10-0 0_._ __._. . .___. __ � 10-8 12 __._93-4 .__. 10-0-0 _ — -- -- Plate Offsets(X Y): f2.0-2-10 0-1 Bj�L_0-2 10 0-1-8j�j12:0=3-12 0-3-Oj�[14 0-5-0 0 3-Ol_ _ --- _ =__ _ _ -- -- - � - - - - LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.45 � Vert(LL) -0.39 13-14 >640 240 MT20 1851148 TCDL 10.0 Lumber Increase 1.15 BC 0.54 , Vert(TL) -0.63 13-14 >392 180 BCLL 0.0 * Re Stress incr Yes WB 0.55 Horz(TL) 0.02 13 n/a n/a _ P (Matrix) � Weight:162 Ib FT=20% BCDL S.0 Code IRC2009/TPI2007 -- i- --- -. _ ----- - L___ _ __ --- — LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-14 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: WEBS 2 X 4 HF No.2*Except* 10-0-0 oc bracing:2-14. W1:2 X 4 HF Stud/Std WEBS 1 Row at midpt 6-13,7-13,5-13 REACTIONS (Ib/size) 2=672/0-3-8 (min.0-1-8),13=2667/0-5-8 (min.0-4-6),10=568/0-5-8 (min.0-1-8) � Max Horz2=-95(LC 6) Max Uplift2=-64(LC 5),13=-68(LC 5),10=-81(LC 6) Max Grav2=756(LC 9),13=2667(LC 1),10=672(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1019172,3-4=-692/42,4-5=-506/74,5-6=0/802,6-7=0/891,7-8=-295/161, 8-9=-480/108,9-10=-806/107 BOT CHORD 2-14=-761819,13-17=-302/94,17-18=-302/94,12-18=-302/94,10-12=-26/630 WEBS 6-13=-1090/25,7-13=-849/152,7-12=-10/668,9-12=-450/132,5-13=-918/150, 5-14=0/727,3-14=-448/135 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;enciosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 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 64 Ib uplift at joint 2,68 Ib uplift at joint 13 and 81 Ib uplift at joint 10. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. @ �� °�, ��V � LOAD CASE(S) Standard �,"'�`� � � �` � � �� November 19,2012 WARNING-Verify design parameters and read notes on this Truss Design Dravnng and included 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 building component.Applicability � of design parameters and proper incorporetion of the component is responsibiliry of building designer or owner of the trusses and installer. Lateral restraint � designations shown on individual web and chord members are for compression buckling only,not forbuilding stability brecing.Additional temporary restrainV diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overell structure � is the responsibility of lhe building designer or owner of ihe trusses.For general guidance regarding design responsibilities,fabrication,quality conirol,storage, . � delivery,erection,lateral restraint and diagonal brecing,wnsult ANSI/TPI 1,DSB-89 and BCSI(Building Component Safety Information)available from � yONSULTING(�C SBCA at www.sbcindustry.com. '� ;�,.- ..,�..�.�....�.�.+r�.. m.a:..��.. _ _ rt..,r�w-�, .-...�.�r.�- _ .�... ...�� ,_... Job , Truss Truss Type Qty Ply 1914 2 CAR , 16138923 B1210924 A02 COMMONTRUSS 3 � 1 Job Reference(optionaq ___ --.__ __ ___ _ . - - -- ProBuild Arlington,AAington,WA 98223,�sl] 7.250 s Aug 25 2011 MiTek Indusiries,Inc. Mon Nov 19 11:59 44 2012 Page 1 g tD:NOUsVJxghdLGE?7w1 NHStnyHdgf-wMAOtyTMPgf8lVkvuT_x67MyrDWaDnbXnpkvlBRyHdPj 1 0(�Z 7 0-5 13{3 20-0.0 26-5-13 32-11-11 40-0.0 8 f0.p 11-0-0 7-0 5 _ . __I� 6-5-13 -__�._- G5-13- -_._- + 6 5-13_.__ . __�___ G5-13 _-_... .I__ 7 0-5 _.. 0 OI Scale=1:71.5 5x6 I I 6.00 12 6 4x4% 4x4 � 3x8 % 5 7 3x8� 4 8 0 2x4 \� 2x4�/ 3 9 i 1 2 ��" " �� - -- -- , _ - - ----_ — v 5x6= 14 15 16 13 17 18 12 5x6-.= o 5x10 = 4x8 = 5x10 -- 8-1-2 8'�-2 10-0-0 __�_____ 20-0-0 _______�&2 . _ 30-0-_0___ � 40-0-0 � -10-0-0 __10-0-0 .0-8-1- -93-4 --__. _. ..__.--- 10_=0-0 _ _.— _. _ .__. __. Plate Offsets�•Y): [2:0-1-11 Edge],[10:0-1-11 Edael f12:0-5-0 0-3-0 14:0-5-0 0 3-41____ _- _ ,- — _-- — - __ _— -- - --- --- — _. _ --- — LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.82 Vert(LL) -0.66 13-14 >717 240 MT20 185/148 TCDL 10.0 Lumber increase 1.15 BC 0.90 Vert(TL) -1.16 13-14 >410 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.44 li Horz(TL) 0.23 10 n/a n/a BCDL 8A Code IRC2009/TPI2007 (Matrix) � �I Weight:162 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied. 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 No.2`Except* WEBS 1 Row at midpt 7-13,5-13 W1:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=1955/0-5-8 (min.0-3-4),10=1951/D-5-8 (min.0-3-3) � Max Horz2=-95(LC 6) ',I� Max Uplift2=-98(LC 5),10=-98(LC 6) ',i FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3585/141,3-4=-3274/126,4-5=-3088/144,5-6=-2226/147,6-7=-2352/145, 7-8=-3059/148,8-9=-3245/130,9-10=-3558/145 BOT CHORD 2-14=-137/3089,14-15=-50/2529,15-16=-50/2529,13-16=-50/2529,13-17=0/2528, 17-18=0/2528,12-18=0/2528,10-12=-45/3067 WEBS 6-13=-48I1537,7-13=-824/151,7-12=-10/620,9-12=-398/131,5-13=-889/149, 5-14=0I675,3-14=-391/133 ��I 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�oads. 4)'This truss has been designed for a live Ioad 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 98 Ib uplift at joint 2 and 98 Ib uplift at joint 10. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI L �� 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ��` � ��.� LOAD CASE(S) Standard q�q�"�.• +�,�� G'� `+� � �� I � � �� a I,� November 19,2012 � WARNING-Verify design paremeters and read notes on this Truss Design Drawing and included 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 building component Applicability .. , of design parameters and proper inwrporetion of the component is responsibility of building designer or owner o(the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stabiliry bracing.Additional temporary restraintl diagonal brecing lo insure stability dunng consWction is the responsibility of the installer.Additional permanent building stability brecing ot the overall structure is the responsibdity of the budding designer or owner of ihe irusses.For generel guidance regarding design responsibilities,fabrication,qualily control,slo2ge, � �{{"I delrvery eredion lateral reslrainl and diagonal bracing,consult ANSUTPI 1,DS&89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC� J� SBCAateww+.sbcindustrYcom. _ .. _ _ . .... _... + - _ ._- - --------- . . _._-_—_ _- _ _.__.....------ —----- — ------._ �,.,...�.. ��«.�„e.:..,_ ..�.. �.- .,..... ...�.�.�..,.. �� _ -- Job Truss Truss Type � Qty ply 1914 2 CAR 1613892� i B1210924 A03 — COMMON TRUSS 1 1 � i ProBuild Adin ton,Adin�lon,WA 98223 7��lQ�A�ference(oplional) 9 9 250 s May 11 2011 MiTek Industnes,Inc. Mon Nov 19 122728 2012 Page 1 j ID:CRNZKAD6HhE?UYOLuiBrJeyHdgl-zDsuUL1bXTNt8CpUPgABWnHKY R55E7SQi?Mb�Hd?j -1-0- - -.__ 7-0-5 13�3. ____-- 20-0-0 26-5-13 ... _ 32-11-11 .40,0-0__._ 4�1-0-(� ' �0-0� 7-0-5 ---.{.. .- 6-5-13 "-�h--- 6513 -+--�---- 6-5-13 65-13....._� 7-0-5 1-0-0 Scale=1:712 7x10 MT18H I I 6.W�12 6 6x8 % 4x4� 3x6 % 5 7 3x6� 4 8 co $ 2x4 O 6 �3 2x4 �i 3 gt -13 7-1 g 7- 3-� -12 v[� 2 — -- __- _ __ -- �� _- 'o"�d 2 - _._.. ....- - — -._ ._ _ ,, ° -. ._..._. _ _.. _. 6x8 ._ 17 18 12 4� - Sx8 = _ � 14 15 16 13 Sx8 -_= 8x10 = ''�� 10-0-0 20-0-0 2(�-8- 2 30-0-0_._ 40-0-0__ ---- .__.-- �- . _100-0 �-10-0-0 ----- ��a-� --- 9-3-4 __._ ___.. 10-0-0 _. ._,.—�� _.. � -- ...-- - Plate Offsets(X Y): [2:0-4 0 0-3-1] [10 03�14 0-1-12],[12:0-4 0 03-4� ___ - -_. ___-- -�--- -- __ __ ____ _. ._ - -- ..__..---- ---� . __- --. _- - ._... _- - . __.- - -._._._. ___ __-- ------ � LOADING (ps� SPACING 2-0-0 � � CSI � DEPL in Qoc) I/defl L/d PLATES GRIP TCLL 25.0 � Plates Increase 1.15 TC 0.71 Vert(LL) 0 40 13-14 >325 240 MT20 185/148 TCDL 10.0 ' Lumber Increase 1.15 BC 0.89 Vert(TL) -0.62 13-14 >209 180 MT18H 1851148 I BCIL OA ' ' Rep Stress lncr Yes WB 0.91 I Horz(TL) 0.10 10 n/a n/a ! BCDL S.0 II Code IRC2009/TPI2007 (Matrix) � ; Weight:1631b FT=20% �! --- - ---- —.__. . .._--- -_. . . ..____ �_._ .. . ____ __ __._— --_ . ._ --_...__ _ .___. . __. . � LUMBER BRACING ( TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: WEBS 2 X 4 HF No2'Except' 3-7-0 oc bracing:10-12. I� 9-12,3-14:2 X 4 HF Stud/Std WEBS 1 Row at midpt 7-13,5-13,5-14 � WEDGE 2 Rows at 1/3 pts 6-13 ii Left:2 X 4 HF Slud/Std,Right:2 X 4 HF Stud/Std '�,� REACTIONS All bearings 20-11-8 except(jt=length)10=0-5-8. I I (Ib)- Max Ho2 2=144(LC 16) � Max Uplift All uplift 100 Ib or less at joint(s)except 10=-1205(�C 18),13=-2501(LC 18),2=-1437(LC ..,� 15),14=-2228(LC 15) Max Grav All reactions 250 Ib or less at joint(s)except 10=1845(LC 26),13=4450(LC 9),2=1802(LC 27), 14=3121(LC 27) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3369/3145,3-4=-1708/1822,4-5=-458/903,5-6=-2778/3230,6-7=-1525/2205,7-8=-6561387, 8-9=-1624/1113,9-10=-3331/2490 BOT CHORD 2-14=-2757/2816,14-15=-567/488,15-16=-1652/1672,13-16=3626/3547,13-17=-2180/2300, 17-18=-2180I2300,12-18=-2180/2300,10-12=-2155/2866 WEBS 6-13=-2227/1392,7-13=-860/164,7-12=35/688,9-12=-469/157,5-13=-1870/1622,5-14=-2775/2618, '�.,i 3-14=-479/149 � � 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)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)•This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3f>-0 tall by 2-0-0 wide will ft between the bottom chord and any other members,with BCDL=S.Opsf } �, 6) Provide mechanical connection(by others)of truss to beanng plate capable of withstanding 12051b uplift atjoint 10,2501 Ib uplift at joint 13,1437 Ib uplift at joint � � � 2 and 2228 Ib uplift at joint 14. - � � � 7)This truss is designed in accordance with the 2009 International Residential Code sections R502 11.1 and R802.10.2 and referenced standard ANSIITPI L � �� 8)This truss has been designed for a total drag load of 7350 Ib.Lumber DOL=(1.33)Plate gnp DOL=(1.33) Conned truss to resist drag loads along bottom chord � from 0-0-0 to 21-0-0 for 350.0 plf. �, � �. 9)"Semi-ngid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. +�'� i�w LOAD CASE�S) Standard � � � �� November 19,2012 � WARNING-Venfy design parameters and read notes on this Truss Design Drawinq and included DrJ Reference Sheet(rev.03-11')before use.Design I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is for an individual bmldmg component.Applicability II . of design paremeters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer Lateral resiraint Idesignations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restrainU diagonal b2cing to insure stability during construdion is the responsibility of the installer.Additional permanent building stability brecing of the overell sWCWre is ihe responsibility of the building designer or owner of the trusses.For general guidaoce regarding design responsibilities,fabricalion,quality control,storage, '' delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safery Information)available from CONSULT/NG LLC SBCA at�wwv.sbcindustry.com. , .,....- ,�., �.. �.. �,,_ ..: Job . .-- Truss ��-� TrussType ��-��- �-� pty Ply 19142CAR �-� �-- B1210924 A04 --- -SPECIAL TRUSS .... ._ .....-.-. 11 .-- ---.1. Jo6 B�fer�asa.(optiaoap _... ...._ 16138925 ProBuild Arlington,Arlington,WA 98223 7.250 s May 11 2011 MiTek Industries,Inc. Mon Nov 19 1227:35 2012 Page 1 � ID:GbJf27bAI WGSKSqUmQ mLcOyHdfo-GZnYyk7_ucFtUHrqJeoqIG3WXoqSESHU 1 I CDL4yHd?c -��-0-�------ 7-1-3-- ----�-_...13�-3 _�...___ 20-0-� ... --� -26-5� --f-- 32-9-14 ._�-- - 40-0-0 -- -��-�� -1 0-0' 7-t-3 6-5-0 6-5-13 6-5-6 6-4-8 � 7-2-2 �1-0-0 Scale=1:70.6 Sx6 I I I 6.00 12 6 � � 4x4 � 5x12 � I 5 7 3x8 % 3x10 � � 4 8 4x4 % 6 2x4 i I 3 5-13 �_� �� g 5 1 -12 3_1 �;i ' � 3 ��-�� 12 -_ _ w . 1"'� Z ' ��__ � . �. ..-- 7x14 MT18H - \� 10 �¶N vi . �=�i-_.:_. --� -�� --- -.. "�-� d � 16 15 14 23 ... ..- 13 � 4x8 - 3x4 = Sx12 = 4x12 � 5x6% 2x4 I i 3.00 72 7-1-3 13�3 22-6-0 31-0-4 40-0-0 ' --- -- i' �----- 7-1-3 65-0-�-�— 8-11-13 T—� 8-6-4 ��-�---- 8-11-12--� - ---- ---- --- - Plate Offsets X Y � �� -�� __��L[2:0-4Fi 0-2-8�,j10 0-0-14 Edge] [12:0-6-0 03-8� _. -.---.- - ---- -. _._ _--_ __._..-_ ._. _ --�- --. - ..._. -- -- -. ._- --.__— .....--- ------- .._...___ LOADING (ps� SPACING 2-0-0 CSI � DEFL in (loc) I/defi Ud ' PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.79 , Vert(LL) 0.61 13-14 >784 240 MT20 185/148 TCDL 10 0 j Lumber Increase 1.15 � BC 0.84 � Vert(TL) -1.33 12-13 >361 180 MT18H 185/148 BCLL 0 0 ' � Rep Stress Incr Yes I WB 0.69 Horz(TL) 0.58 10 n/a n/a � BCDL S.0 Code IRC2009ITPI2007 i (Matrix-M) Weight:1661b FT=20% ....- - ---... .. _ --. .. ---- _ ._ -- -� - -- - - ---- _._ ._-_ --_._---- -� ,� LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2 X 4 HF No2'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 10-12:2 X 4 HF 1650F 1.5E WEBS 1 Row at midpt 5-13,7-13 i WEBS 2 X 4 HF No2*ExcepP � 3-16,3-14,5-14,9-12:2 X 4 HF Stud/Std ! WEDGE ��. Left:2 X 4 HF Stud/Std I I REACTIONS (Ib/size) 2=1897/0-5-8 (min.0-3-2),10=1838/0-5-8 (min.0-3-0) Max Horz 2=-95(LC 6) �'�.��I Max Uplift 2=-94(LC 5),10=-93(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-33611124,3-4=-2856/98,4-5=-2761/129,5E=-1962/158,6-7=-2360/164,7-8=-5687/159, 5-9=-5773/127,9-10=Fi142/189 BOT CHORD 2-16=-204I2907,15-16=-119/2907,14-15=-119/2907,14-23=35/2470,13-23=35/2470,12-13=0/2879, 10-12=-95/5556 WEBS 3-14=-517/97,5-14=0/545,5-13=-1036/120,6-13=-66/1469,7-1 3=-1 54 011 48,7-12=-22/3296, 9-12=-390/143 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)All plates are MT20 plates unless othenvise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3fi-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=S.Opsf. 6) Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 7) Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 941b uplift at joint 17 and 93 Ib uplift atjoint 20. 8)This truss is designed in accordance with the 2009 International Residential Code sedions R502.11.1 and R802.10.2 and referenced standard ANSIlfPI 1. 9)"Semi-ngid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. ,��t;�� LOAD CASE(S) Standard ��.�,�� .�°h� 'p�. � ' . �h� �� November 19,2012 � WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Re(erence Sheet(rev.03-11')before use.Design I � I valid for use with MiTek connector plates only.This design is based only upon parameters shown,and is(or an individual building component Applicability '�. , � of design parameters and proper incorporetion of the component is responsibility of building designer or owner of ihe trusses and installer. Lateral restraint ��, designations shown on individual web and chord members are for wmpression buckling only,not forbuilding stabiliy bracing.Additional temporary restraintl �' diagonal bracing to insure stability dunng consiruction is the responsibility of ihe installer.Additional pertnanent building stability bracing of the overall structure � � is the responsibdity of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,quality control,storage, -a. ,�� delivery,erection,lateral restreint and diagonal bracing,consult ANSI/TPl 1,DSB-89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC _ SBCAatwww.sbcindustry.com._ _ „a�. w.,....�........ _ r.�r+.� _ ... �. - --- — -- Job , Truss Truss Type ��Qy Ply 1914 2 CAR B1210924 A05 SPECIAL TRUSS 4 � 16138926 —.—-.. _._..__-- _—_-___— --. Job_ReCerenc�(4 tion ProBuild Adington,Adington,WA 98223 7250 5 May i t 2011 MiTek Industries,Inc. Mon Nov 19 1227:44 2012 Page 1 ID:ogHiPboDzRHBFw2Zhn25FmyHdfY-VlqxrpEdmNOb3g1ZLiSx99x3pRtgrXhp6BtC93yHd?T i-0-_ 7-13 13-6-3 20-0-0 26-5-6 32-9-14 39 10-8_..___ 0-0� 7 1 3 �--+.. .---�-fi 5-0 �-�6-5-13��----� 6-5fi �--�-� 6-4-8�7 0 10 � Scale=1:72.1 Sx6 I I 6.00�12 6 4x4 % 5x12� 5 - � 3x8 % 3x10� 8 4x4 % 4 2x4 �i 3 '12 6 7'1 �_� 9 � 11 i� 3- 3-� _ 11 _ 10 � 4I� Z ---�� ----- -.— 7x14MT18H — 10 � c� 1 � -� �5 14 �3 22 12 ° 4x8 = 5x12 == 6x10 -= Sx6 % 3x4 3.00�12 3x8 I/ 2x4 I I �,__ 7-13 13-6-3 22-6-0 31-0-4 � 39-10-8 __. _ . --- � �- ------- --._. _ ' 7-1-3 6-5-0 8-11-13 8-&-4 8-10-4 �� _ _ -Plate Offsets�X,Y)_L-4b 0-2-8] [10:0-1-11 1-4-01 [10:0-2-15 Ed9e]�.L_0�-0 0-3-8] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 � Plates Inaease 1.15 TC 0.76 Vert(LL) -0.60 12-13 >796 240 MT20 185/148 TCDL 10.0 Lumber lncrease 1.15 BC 0.96 VeR(TL) -1.28 11-12 >374 180 MT18H 185/148 BCLL 0.0 ' ' Rep Stress Incr Yes WB 0.68 �� Horz(TL) 0.55 10 Na n/a BCDL S.0 I Code IRC2009ITPI2007 (MaMx-M) Weight:166 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E`ExcepY TOP CHORD Struclural wood sheathing directly applied or 2-2-0 oc purlins. 1-4:2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2 X 4 HF No2 WEBS t Row at midpt 5-12,7-12 WEBS 2 X 4 HF No2'Except' 3-15,3-13,5-13,9-11:2 X 4 HF Stud/Sld WEDGE Left:2 X 4 HF Stud/Std,Right:2 X 4 HF Stud/Std REACTIONS (Ib/size) 2=1893/0-5-5 (min.0-3-2),10=1762/Mechanical Max Horz 2=104(LC 5) Max Uplift 2=-94(LC 5),10=-66(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3353/124,3-4=-2848/97,4-5=-2753/128,5-6=-1953/158,6-7=-2349/165,7-8=-5626/182, 8-9=-5711/160,9-10=Fi029/209 BOT CHORD 2-15=-215/2900,14-15=-127/2900,13-14=-127/2900,13-22=-43/2462,12-22=-43/2462,11-12=0/2861, 10-11=-131/5478 WEBS 3-13=-517/96,5-13=0/545,5-12=-1036/121,6-12=-G6/1461,7-12=-1526/157,7-11=-45/3243, 9-11=-368/135 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;F�cp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed; end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3fi-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=B.Opsf. 6) Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 Ib uplift at joint 16 and 66 Ib uplift at joint 19. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIffPI t �� . . 9)"Semi-rigid pitchbreaks with fixed heels”Member end fixity model was used in the anatysis and design of this truss. �. .� �� LOAD CASE�S) Standard ��'� �^�i`1�d�. �'�.�� .. � � ��.� . . � � . ��4 November 19,2012 WARNING-Verity design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheel(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 building component.Applicability , of design parameters and proper incorporation of the wmponent is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restraint/ diagonal bracing to insure stabiliry during consiruclion is the responsibility of ihe installer.Additional permanent building stabiliry bracing of the overall structure � is the responsibility of the butlding designer or owner of the trusses.For general gwdance regarding design responsibilities,fabncation,quality control,storage, "...I.. delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Infortna0on)available from �� CQNSV�IING LLC SBCA at ewwvsbcindustry.com. I iI � � , Job . Truss Truss Type I Qty Ply 1914 2 CAR � � � IB7270924 A08 GABLE I' I � 16138927 _ ____ _ ___ __ _� __�_____ Job Referenc�tionap ProBuild Arlinglon,AAington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Nov 19 11:59:53 2012 Page 1 ' g�� g_�_Z ID:sZhNZzdR2A3YDiS4RqcMwyHdfJ-95Dow1a?IRosKuwewsf2zlEXWrhjpn �s�,cGOPyHdPa � -1-u-q-Z G6-0 12-10-4 20-0-0 27-1-12 33-6-0 40-40 �1`4 ____ . __ ____ _ _ .. __ �, �0-0 G6-0 -�-- 6-4-4 + 7-1-12 ' 7-1-12 +--. .... .. .6-4-4 I 6-GO -0.0 Scale=1:72.9 5� II 4x12 % 4x12� 6.00 12 � 4x4 i g 4x4� 6 . 4x4 % - 4x4� I � 4x10 A� �L� 4x10 �/ 3x8 t 3x6 � 3x4� � � g 4x4� 3x6 � 3x4 % 3x4�4x4� °' 4x12 % q 10 o , �� 4x4� 3 — 11 12 � 2 13�4 �n o� - - --_ _.._-�-i ---��' -'- --- ------.�_-'.: --__ __.._---- � -_-____... _____._.... _-_ o 3x6 19 18 51 �� 52 16 15 3x6 = 3x4 -' 5x16&�2 3x4 -- &1-2 8-1-2 &6-0__ 12-10-4 20-0-0 2-&2 27-1-12 33E-0 aaao I ___.__ G6-0 __..---�-f-----&4-4 7-1-12 0.8-1 -6-5-0 ._ _---�---�- �6-4-4 6-60 -- - — __—_ __ ---.. __ - - Plate Offsets(X Y): f17:0-8-0 0-3-0] LOADING(ps� SPACING 2-0-0 II CSI ' DEFL in (loc) I/defl lJd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.63 ! Vert(LL) -0.07 2-19 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 I BC 0.45 �� Vert(TL) -0.15 2-19 >999 180 BCLL 0.0 ' Rep Stress Incr NO � WB 0.68 i Horz(TL) 0.03 13 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) I Weight:293 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std`Except* WEBS 1 Row at midpt 7-17,9-17,5-17 W6:2 X 4 HF No2,W4:2 X 6 HF No.2 OTHERS 2 X 4 HF Stud/Std'Except' ST7:2 X 4 HF No.2 REACTIONS (Ib/size) 13=588/0-5-8 (min.0-1-8),17=2596/0-5-8 (min.0-4-4),2=587/0-3-8 (min.0-1-8) Max Ho22=-95(LC 6) Max Upliftl3=-93(LC 6),17=-56(LC 5),2=-69(LC 5) Max Grav13=694(LC 10),17=2596(LC 1),2=683(LC 9) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-918/66,3-4=-276/213,4-5=-108/261,5-6=0/863,6-7=-48/1164,7-8=-28/1161, 8-9=01861,9-10=-119/284,10-11=-281/235,11-12=-298/227,12-13=-908/114 BOT CHORD 2-19=-75/739,18-19=-821724,15-16=-23/721,13-15=-23/721 WEBS 17-50=-1254/39,7-50=-1254/39,9-17=-924/122,9-16=0/476,12-16=-628/87, 5-17=-919/120,5-18=0/504,3-18=-652/101,6-50=-272/129,8-50=-270/134 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.il;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 consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. 5)Gable studs spaced at 1-4-0 oa , q 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will °��'�� . fit between the bottom chord and any other members,with BCDL=S.Opsf. �� .��,� �'°,� 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 93 Ib uplift at joint 13,56 Ib uplift at joint 17 �; �, - "� and 69 Ib uplift at joint 2. �� 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced p� standard ANSI/TPI 1. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �Q° LOAD CASE(S) Standard � � � � � November 19,2012 WARNING-Verify design parameters and read notes on this Truss Design Drawing and included 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 building component.Applicability , '!9�; of design parameters and proper incorporation of the component is responsibiliry of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary restreinV diagonal bracing to insure stability during construction is the responsibility of the installer.Additional permanent building stability bracing of the overall strudure '�. is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,(abricatioq qualiry control,storege, � /� delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safely Infortnation)available from yONSULT/NG LLC SBCAateoww.sbcindustrYcom.__ _____ __ __. .. . _____� ____.. ._.. _ ... ...._.__ _ _�...�- . _.. �.r.. .. .,,,..,,,, _,a,�,. _ ,,,��,,,�.� ' Job • Truss Truss Type Qty Ply 1914 2 CAR � 16138928 I81210924 A07 SPECIAL TRUSS 1 1 L__.___ _ ._ Job_Reference o tional)__ ---_ __- _- - ---- ProBuild Arlington,AAington,WA 98223,List] . � 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Nov 19 11:59:55 2012 Page 1 I D:ickeoTUt?SwK2RITuBZwwHyHddM-STLZLjcFq22aZB412Hh W2SJzIeTPHqMBJ 15N41yHdPY -i-�b�2 zaao go-o-o �-o-� _ _ _- -- - --_ --�--- - _ __ - -__- �-ao zo-ao zo-o-o -o-o 5x6 I I Scale=1:79.7 15 16 17 14 18 13 19 � 20 12 11 2� 5�% 10 22 y 23 5x6� i � 6.00�2 i 8 24 °� 7 25 � 6 26 ' S 27 4 3 � 3 � rn �''' o� 2 . . .. 36 35��z g1 28 Pr��c� �'i - . ... __._ _ ._ - - -- -�-- $ 3x6- 56 55 54 53 52 51 50 49 48 47 46 45 44 43 42 3x6= q� 40 39 38 37 30 3x6 � Sx6 - 6x6 == 3.00 j 12 &t-2 22_-6-0 __. .._.__. .�.____ 31'0-4_ 40-0-0__._- .. i ------- --� � - '. -___-_. ---- ---- 22E-0 --- -_ _.____ � __._ g_5-q f-- 8-11-12 � � ' __. ._. _---- .. � Plate Offsets X( Yl: [8 0-3-0 0_3-0�[24:0-3 0 0-3-0]�[52:0-3-0 0�3-0] -- - -_ -_ _- - - _-- -- __ -- - _ - - -_ _ _ _- -- --- I LOADING(ps� SPACING 2-0-0 i CSI DEFL in poc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 023 Vert(LL) 0.02 29 n/r 180 MT20 185/148 i TCDL 10.0 Lumber Increase 1.15 BC 0.12 Vert(TL) 0.04 29 Nr 120 i BCLL 0.0 ' Rep Stress Incr Yes WB 0.11 Horz(TL) 0.01 28 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:252 Ib FT=20% - - _ . LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structurai 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, Except: OTHERS 2 X 4 HF Stud/Std'Except* 6-0-0 oc bracing:33-34,32-33,30-31. ST14,ST13,ST12,ST11,ST10,ST15,ST16:2 X 4 HF No.2 WEBS 1 Row at midpt 16-43,15-44,14-45,17-42,18-40 REACTIONS All bearings 40-0-0. (Ib)- Max Horz2=94(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s)2,41,33,28,44,45,46,47,48,49, 50,51,52,53,54,55,56,40,39,38,37,36,35,34,32,30 except 31=-140(LC 1) Max Grav All reactions 250 Ib or less atjoint(s)2,41,33,43,44,45,46,47,48, 49,50,51,52,53,54,55,56,42,40,39,38,37,36,35,34,32,31 except 28=264(LC 1),30=531(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 27-30=-388/116 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 2x4 MT20 unless othervvise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 0-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurcent with any other live Ioads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will � fit between the bottom chord and any other members. ��`� � �C^ 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,41,33,28,44,45, ��' �.��{ 4�+�'� 46,47,48,49,50,51,52,53,54,55,56,40,39,38,37,36,35,34,32,30 except Qt=1b)31=140. �, � �� 10)Beveled plate or shim required to provide fuli bearing surface with truss chord at joint(s)33,40,39,38,37,36,35,34,32,31,30. � 11)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. 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � � � �� a , November 19,2012 WARNING-Veriry design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design '. - valid(or use with MiTek connedor plates only.This design is based only upon parameters shown,and is for an individual building component.Applicability �� , I of design parameters and proper incorporetion of the wmponent is responsibiliry of building designer or owner of the irusses and installer. Lateral restraint I designations shown on individual web and chord members are for compression buckling only,not forbuilding stability brecing.Additional temporery restreinV il diagonal bracing to insure stability dunng construdion is the responsibility of the installer.Additional permanent building stability bracing of the overall structure is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality wntrol,storege, i /� �- delivery,erection,lateral restraint and diagonal bracing,consull ANSIITPI 1,DS&89 and BCSI(Building Component Safety Infortnation)available from � yONSULTING LLC SBCA at www.sbGndustry.com. _i_._ .� , ,�,.. Job . Truss Truss Type Qty Ply 1914 2 CAR B1210924 BOi COMMON TRUSS 2 1 � � _ ! Job Reference(oplionalZ _ _ I --_— — _ _- — — . _ - --� _ -_ - ____ _ ProBuild Arlington,Arlington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industnes,Inc. Mon Nov 19 11:59:57 2072 Page 1 ID:T9DffCa27vxB?fN?MsioFzyHddE-1sSJmPdVLfIIoVDP9ij_7tPIeSINIhiRn 96yHdPW -1-0�1-2 5-8-7 10.0-0 14-3-10 20-0.0 �� _._..._.__- ._ _-_ ._ .. i-__ - -_ . ___-_ ____ ._ ____ - 1-0.0 5-8-7 � � 43-10 � 43-10 5-&6 � I 4x4 I I Scale=137.3 4 6.00 �2 2x4 � 2x4 i 3 5 I i � 6 2 - --- � �I �+ -----_--- _-__ _____ lo ' _ � 3x6% 3x6� 3x8 -- 8-�4 &1-2 ' f. -____.._.��-�-� } . . _. 20-Q-�. _ .. ..� -- - - --- ---- � ---�- '��,, ._..----- ----_.---- ��-0-0 --- ...__. ._ _. _.. .__..----10-0-0 -- ---- --- Plate Offsets_LY): f2:0-2-10 0-1-SJ�6:0-2 10,0-1-8] _ _ __ � --__ _ -- ----_ �___ -- _ _ -- --- -- LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.30 Vert(LL) -0.19 2-7 >999 240 � MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.53 Vert(TL) -0.47 6-7 >507 180 I; BCLL 0.0 " Rep Stress Incr Yes WB 0.32 Horz(TL) 0.05 6 n/a n/a ; I' BCDL 8.0 Code IRC2009ITPI2007 (Matrix) � Weight:68 Ib FT=20°/a LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 4-1-2 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 REACTIONS (Ib/size) 6=845/0-3-8 (min.0-1-8),2=930/0-3-8 (min.0-1-8) Max Ho22=60(LC 5) Max Uplifi6=-32(LC 6),2=-64(LC 5) i FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1413/81,3-4=-1055/57,4-5=-1056/55,5-6=-1419/86 BOT CHORD 2-7=-59/1203,6-7=-23/1211 WEBS 4-7=0/621,5-7=-419/118,3-7=-410/114 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 Qow-rise)gable end zone;cantilever I. left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 ' 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. , 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� AS.� �„g�� "� s�° �, G'�•�� ° � �,, �� November 19,2012 � WARNING-Veriry design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design ' valid for use wdh MiTek connector plates only.This design is based only upon paremelers shown,and is for an individual building component.Applicability i , of design paremeters and proper incorporation of the component is responsibility of building designer or ov✓ner of the trusses and installer. Lateral restreint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability brecing.Additional temporary restrainU diagonal bracing to insure stability dunng construction is ihe responsibility of the installer.Additional permanenl building stability bracing of the overall structure is the responsibiliry of the building designer or owner of ihe trusses.For generel guidance regarding design responsibilities,fabrication,quality wntrol,storage, ��y" � � � delivery,erection,lateral restraint and diagonal bracing,wnsult ANSI/TPI 1,DS&89 and BCSI(Building Component Safery Infortnation)available from CONSULTING LLC SBCAalwww.sbcindustry.com. ___.. .. .._____ ___.. ..._ .......... .. . . ...., .�. �. �„..�,.... ......e. .:._ ..� Job . Truss Truss Type Qry Pty �si4 2 CAR � 'I� 16138930 B1210924 B02 COMMON TRUSS I'� � � Job Referenceioptional� �ProBuild AAington,AAington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industries,Inc Mon Nov 19 11:59:58 2012 Page 1 ID:IVSIxbgRT3pBLkPMHrKS1 SyHdd7-V20hzIe86zQ9QfobjPEDg4xW?sVKUCEb??J1 hdyHdPV "�"0—�+- -- �o-a-o zo=ao _ __ z�-o-o _ _ _ _ —�_ _ — --____ - -- -- I --� i-o-o �ao-o io-ao �-o-o Scale=1:37.1 4x4 I I 8 � � 9 10 6.00 I�p 6 11 5 12 4 13 3 14 I `°�, 2 — - `___ 15`o o � .. _. . __ . __. / . _- _ _ _ .� - - -. ._. ._ 3x4 - 26 25 24 23 22 21 20 19 18 17 16 3x4 — 8-1-2 �—- - - __ _ _ _zo-ao -- _ --— � 20-o-0 —_ ___ _ _ ---- — -- - - -- -- _ _ - -- -- ___— _ _ __-- - - - -- -- �-- - LOADING(ps� SPACING 2-0-0 CSI � DEFL in poc) I/defl Ud �I PLATES GRIP TCLL 25.0 Plates Increase 1.15� TC 0.07 Vert(LL) 0.00 15 n/r 180 MT20 185/148 TCDL 10A Lumber Increase 1.75 ' BC 0.04 Vert(TL) 0.01 15 Nr 120 BCLL 0.0 * � Rep Stress Incr Yes WB 0.04 Horz(TL) 0.00 14 nla n/a BCDL 8.0 � Code IRC2009ITPI2007 � (Matrix) Weight:90 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF StudlStd i ', REACTIONS All bearings 20-0-0. � (Ib)- Max Horz2=53(LC 5) ' Max Uplift All uplift 100 Ib or less atjoint(s)2,14,22,23,24,25,26,20,19,18, 17,16 Max Grav All reactions 250 Ib or less atjoint(s)2,14,21,22,23,24,25,20,19, 18,17 except 26=272(LC 9),16=272(LC 10) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES ' 1)Unbalanced roof live loads have been considered for this design. ! 2)Wind:ASCE 7-05;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(normai to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. 4)All plates are 2x4 MT20 unless otherwise indicated. I 5)Gable requires continuous bottom chord bearing. 6)Gabie studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,14,22,23,24,25, 26,20,19,18,17,16. 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 L � , 11)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. ��'�� '�� LOAD CASE(S) Standard �� G°`�� °' �� °;�� November 19,2012 i � WARNING-Verify design paremeters and read notes on this Truss Design Drewin9 and included 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 building componenl.Applicability , of design paramelers and proper inwrporation of ihe wmponent is responsibility of building designer or owner of the trusses and installer. Lateral restraint designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracing.Additional temporary resirainU I diagonal brecing to insure stability dunng consiruction is the responsibiliry of the inslaller.Additional pertnanent building stabdity bracing of the overall sWCture i. is the responsibility of ihe building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,storage, �� delive erection lateral restraint and dia onal bracin consult ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available hom . 9, �Y� 9 CONSULT/NG uc �� SBCA at w.vw.sbcindust .com. ._—_ __. _—._—.___.- __. __.___. _ __�— —_ ... ___. __ _—__ __—___ . —..._... __. . __.... . . i �_��Job � Truss Truss Type Qty Ply 1914 2 CAR 16138931 B1210924 C01 �,COMMON TRUSS 2 1 IJob Reference(optionaq � ProBuild Adington,Arlington,WA 98223,List] 7 250 s Aug 25 2011 MiTek Industnes,Inc. Mon Nov 19 11:59:59 2012 Page 1 ID:pf4PfX3WxurfAfrV9ZvyKByHdcd-_Fa3A4fmtHY02pNoH7mSDl U�H�oGDd5kEf3bD3yHdPU &1-2 6-6-0 13-0-0 � 14-0-0 �'�.. F-_.__.__�__..___. ._ _..—_______.6-fr0_—_.___ ._____.—_ � . ____—- _6-6-0__— _— . ____ ---. _+___�_00—� �I 4x4 I! Scale=125.6 I i 2 i I�.�''' I 6.00�12 i i i I i I I i 1 3 I r� cn � � _ - - - - ---- 4 10 5 3x4� 2x4 I I 3x4� &7-2 &t-2 6-6-0 13-0-0 � i __— —_ ______ _._.-_- ._.. _____ .. . _. .._.___ � —+_ � ' --—_ —_- __6-60______.___ ____—__ _. ._. .. .. ._. __. . . _____ _—.__GGO_ Plate Offsets�Y: 1:0,2-10 0-1-8]�3:0-2-10 0-1-81._ __ __ __--— —-- — — -- � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl LJd PLATES GRIP ! TCLL 25.0 Plates Increase 1.15 TC 0.68 Vert(LL) -0.05 3-5 >999 240 i MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.25 Vert(TL) -0.11 3-5 >999 180 I BCLL 0.0 ` Rep Stress incr Yes WB 0.13 Ho2(TLj 0.01 3 n/a n/a I BCDL 8.0 Code IRC2009/TPI2007 (Matrix) : Weight:37 Ib FT=20% , -- — — — -- I_—__--- _ _ __— — _ � —_ � 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 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std i I REACTIONS (Ib/size) 1=535/0-5-8 (min.0-1-8),3=630/0-5-5 (min.0-1-8) Max Horz1=-45(LC 6) Max Upliftl=-20(LC 5),3=-55(LC 6) j FORCES (�b)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-677/13,2-3=-681/17 BOT CHORD 1-5=0/528,3-5=0/528 WEBS 2-5=0/280 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 rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,3. 6)This truss is designed in accordance with the 2009 International Residentiai Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ''' �� 9 �� i � �� II �� November 19,2012 �� WARNING-Verify design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev 03-11')before use.Design valid for use with MiTek conneclor plales only.This design is based only upon parameters shown,and is for an individual building component.Applicability i of design parameters and proper incorporetion of the component is responsibiliry of building designer or owner of the trusses and installer. Lateral restraint , � designations shown on individual web and chord members are for compression buckling only,not forbuilding stability bracinq.Additional temporary resirainV i diagonal brecing to insure stability dunng construction is the responsibility of the installer.Additional permanent building stability brecing of ihe overall structure is the responsibiliry of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,qualiry control,storage, delivery,erection,lateral reslraint and diagonal bracing,consull ANSI/TPI 1,DS&89 and BCSI(Building Component Safety Information)available from CONSULT/NG LLC SBCA at www.sbcindusir�com. i � . _.,�,...�,..._. ....... �,.,.�+,,,.a_ ._.. ,:.__.. ..._.. rr .+w11�r*,... ..w+e... . «,._. ......�,-.A Job , Truss Truss Type Qry Ply 19�a 2 cnR . � 16138932 B1210924 CO2 COMMON TRUSS 1 � �_ Job Reference(optiona�_ __ __ --- - - - - - -- -- - ProBuild Arlington,AAington,WA 98223,List� 7.250 s Aug 25 2011 MiTek Industries,Inc. Mon Nov 19 12:00:00 2012 Page 1 ID:6??27w8vH2kfWkufdXXb6gyHdcW-SRBSOQgOeagtfyy_qqHhIV1 trf62y6xtTJoSmVyHdPT t-0-0&��Z .__. 6-fr0 13-0-0 _. +._14'�� .'.—� __— . _._._._. _._._- ___—�.__. _— _. ___ _. __. i_o_o s-s-o s-s-o i-ao Scale=126.1 4x4 I I 6 7 5 6.00 �2 8 4 9 3 10 � 2 11 �o 18 17 16 15 14 13 12 3x4 3x4 = 8-1-2 � ._ . ..._- 13-0.0_.. .._- - . ... . ._.� ---� --._- ___ _ -- --.. _ 13-0-0_ ._-- --.._ ____._ __.- - _ — �--- - _... -- -- _.._ __._.. -- - -- -- -.__ .._—�___ -.._..__ LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.05 Vert(LL) -0.00 10 n/r 180 MT20 185/148 TCDL t0.0 Lumberincrease 1.15 BC 0.02 Vert(TL) -0.00 11 n/r 120 BCLL 0.0 ' Rep Stress Incr Yes , WB 0.03� Horz(TL) 0.00 10 n/a n/a � BCDL 8.0 Code IRC2009/TPI2007 1 (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 No.2 BOT CHORD Rigid ceiiing directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF Stud/Std REACTIONS All bearings 13-0-0. (Ib)- Max Horz2=-38(LC 6) Max Uplift All uplift 100 Ib or less at joint(s)2,10,16,17,18,14,13,12 f Max Grav Ali reactions 250 Ib or less at joint(s)2,10,15,16,17,18,14,13,12 i FORCES ��b)-Max.CompJMax.Ten.-Ali 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;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 piane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIITPI 1. f 4)All plates are 2x4 MT20 unless othervvise indicated. � 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-40 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 2-0-0 wide will fit between the bottom chord and any other members. i 9)Provide mechanical connection(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 International Residential Code sections R502.11.1 and R802.10.2 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 �� °�}^�,, � �ThS .±t�, �• ¢� r'� � � � � ,,I .....�� November 19,2012 f � WARNING-Veny design parameters and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03-11')before use.Design valid for use wdh MiTek connector plates only.This design is based only upon parameters shown,and is for an individual building component.Applirability , of design parameters and proper incorporation of the component is responsibility of building designer or owner of the trusses and installer. Lateral restraiM �' designations shown on individual web and chord members are for wmpression buckling only,not forbuilding stability bracing.Additional temporery restrainU ,, �, diagonal bracing to insure stabiliry during construction is the responsibility o�the installer.Additional permanent building stabiliry bracing of ihe overall structure i is the responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabncation,quality control,storege, . . . � delivery,erection,lateral restraint and diagonal bracing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Satety Information)available from CONSULT/NG LLC � SBCA at�wwvsbcindustry_com,__ _. _ __ _.. _ � _ �B6Yr..�..... ..„, qnMl .�,... . .... . . ... ..... Job , Truss Truss Type Qty Ply ieia 2 CAR 81210924 iD01 SPECIAL TRUSS � �_____ _ _ � �Job Refe�enCe O tlOnall ______ 16138933 .__ — - ._.__-- -_-.._.__- ProBuild Arlington,AAington,WA 98223,Listj 7.250 5 Aug 25 2011 MiTek Industries,Inc. Mon Nov 19 12:00:01 2012 Page 1 ID:CvL582SvzqzFy4F7_HVk6fzGs3g-wdiqbmhOPupkH6XA0YowfjZ2b3XBhZ51 iyYhlyyHdPS 8-1-2 -�-o-o � _ a-a» � &1-5--- }_..-9-1�5� _--- ___ - -- t-ao aa�� a-o-io �-o-a Scale=1:19.8 � 4x4 I I � I 4 I � 2x4 I I 6.00�it2 52x4 II I 3 m v � s I' 2 �n ' � , � _ _ � 1¢ , 10 9 8 3x4 = 2x4 I I 2x4 I I 2x4 I i 3x4 = 8-1-2 , � ----8-1'S-�----� —I , - — -. .--- ------ 8�1 5 --- --_-- . �, Piate Offsets(X,YL[5_0-0-0,_0-0 0� . _ _ - -- _ _ ___--- ---- -- — I ___ - -- � - i _ _ - , LOADING(ps� � SPACING 2-0-0 I CSI � DEFL in poc) I/defl Ud � PLATES GRIP TCLL 25.0 ; Plates Increase 1.15 ' TC 0.05 � Vert(LL) 0.00 6 n/r 180 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 ' BC 0.03 Vert(TL) 0.00 6 n/r 120 � BCLL OA ' Rep Stress Incr Yes WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 8.0� Code IRC2009/TPI2007 1_ (Matrix) II Weight:28 Ib FT=20% I LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly appiied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. if OTHERS 2 X 4 HF Stud/Std j REACTIONS All bearings 8-1-5. j (Ib)- Max Horz2=-28(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s)2,6,10,8 Max Grav All reactions 250 Ib or less atjoint(s)2,6,9,10,8 I � 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. i 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 lek and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 � 3)Truss designed for wind loads in the plane of the truss oniy. For studs exposed to wind(normal to the face),see Standard Industry � Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. � 4)Gable requires continuous bottom chord bearing. � 5)Gable studs spaced at 1-4-0 oc. I 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. �! 8)Provide mechanical connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)2,6,10,8. � 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.1 t.1 and R802.10.2 and referenced standard ANSI/TPI 1. I 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. i LOAD CASE(S) Standard ��,�� i-�o� �� I II November 19,2012 j � WARNING-Veriy design parameters and read notes on this Truss Design Drawing and included 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 building component.Applicability I , of design paremeters and proper inwrporation of the component is responsibilily of building designer or owner of the trusses and installer. Laterel resirainl �i � designations shown on individual web and chord members are for compression buckling only,not forbuilding stabilily brecing.Additional temporary restrainV diagonal bracing to insure stabiliry dunng construction is the responsibiliry of the installer.Additional permanent building stabiliry bracing of the overall str�cture is ihe responsibility of the building designer or owner of the trusses.For general guidance regarding design responsibilities,fabrication,quality control,slorage, I delivery,erection,laterel restraint and diagonal bracing,wnsult ANSI/TPI t,DS&89 and BCSI(Building Component Safery Infortnation)available from CONSUtT/NG LLC I SBCAatww�N.sbcindustry,com � -___.__. __-_ _ .___. _._ _. _.. . ..._. . ... ___. . . . _ . ... _ _._..__ .. - __._ ___.__. -___.___ -__.__.-____- _-_ _- �,,. . ,.+�,.x. ..«,....�.... . . ..AY��. .,�-,,. . � MYllilll�i+.- ,_ .�,.,A,.w.�.«..w�+wYirM., ....W1ere..x...-... _,,.y+rtll�,. Jab . Truss Truss Type Qty Ply �sta 2 CAR 16138934 .B1210924 D02 ,Special Truss � � i_ �_ Job Reference(o tp iona�___ � - - -- - - ._ -- -- ----- ProBuild Arlinglon,AAington,WA 98223,ListJ 7.250 s Aug 25 2011 MiTek Indusiries,Inc. Mon Nov 19 12:00:03 2012 Page 1 ID:ihrL3jJh_LUgCuyYtTnthdyHdcl-sOqaOSiGxV3SXQhZWyc�0I�8fBJt6K9LkK9G1 oMqyHdPQ 8-�'2 40.11 &1-5 .� --- --� -_-_ ._._ -_ - - -_ a-o-ii —� a-o-» sxs I I Scale=1:19.1 2 6.00 12 V N 3 1 � --- -...-- --__ lo II --- 5 4x10 �/ 4x 0 �� _ - - 5x10% 5x10� 8-1-2 8"�-z '�,�� ._ 2-.10-10 ___. .__. --I-....— __5-2'��—�---- -----� . .._._ 8-1-5_ _.._� �'.I' -_.__ -�--- ---�- -2-1P_10 - -- —...__ .._.2-42——__.... ..__ __.. ._.._ 2-10.1_0__. _. _ _ ._-_ � Plate_O_ffsets(X Y):_.1:0-410 0-2 8 3:0-4-10 0-2-81 __ _ --- _- _ _--- -- _— -- ---- - ---- — -- .-- - -- - - - __ Vert(LL) 0.07 (�4-5 >/999 240 � PLATES GRIP LOADING(ps� SPACING 2-0-0 CSI I I TCLL 25.0 Plates Increase 1.15 TC 0.87 - MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 4-5 >575 180 BCLL 0.0 * Rep Stress Incr NO WB 0.54 Horz(TL) 0.02 3 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:33 Ib FT=20% I 1 - � - --- -- -- -- -- ----- -- LUMBER BRACING �I TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-10-6 oc purlins. i 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 No2 REACTIONS (Ib/size) 1=3361/0-7-0 (min.0-5-9),3=3361/0-7-0 (min.0-5-9) Max Horz1=17(LC 4) �' Max Uplift1=-222(LC 5),3=-222(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-4868/311,2-3=-4868/311 II BOT CHORD 1-5=-249/4264,4-5=-169/2834,3-4=-248/4264 WEBS 2-4=-144/2557,2-5=-144/2557 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;�umber DOL=1.33 piate grip DOL=1.33 i 3)The Fabrication Tolerance at joint 2=16°/a 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b)1=222, 3=222. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Girder carries tie-in span(s):40-0-0 from 0-0-0 to 8-1-5 I�� 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��a� �� LOAD CASE(S) Standard ,�Q� ��`+� ,��'�� 1)Regulac Lumber Increase=1.15,Plate Increase=1.15 � �ay, `� Uniform Loads(pl� �� Vert:1-2=-70,2-3=-70,1-3=-823(8=-807) "�6` � � November 19,2012 i � WARNING-Verify design parameters and read notes on this Truss Design Drewing and included DrJ Reference Sheel(rev.03-11')before use.Design valid for use with MiTek connector plates only.This design is based only upon paremeters shown,and is for an individual building component.Applicability I , of design paremeters and proper incorporetion of the component is responsibility of building designer or owner of lhe trusses and installer. 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