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3027 Truss Specs 03092012 � � � I ' LL � � m � C �'.p� p �-� m � �pi � Q (� � O I m � � � N � '�..� W C. � � j �� ..N � �aN S F I � ..z � - � �,:.�..C?...�:�__ ' __ ' ' j �2 � �j I I / _� �$ \ II' - '� / �q , I , � �m i i� �,,�� - i' �_ ,. �� I - / I � �, ,' � � I � .� ; ;I,�;� � ,,'� ; � ��--- ----�-- - sodv-s-s� —z�-o�-oz � o-e-z o-o-r so� ' I .. � �:�« ��.�_ ��.,m ��.��:a� �� an�.; II �: � I �_ __ _ :T � ,. I � - � _ _ __ _ _ � W _ r � I � � M ,; , •— �I � �- _ _ N_ � Z N ��; i� I � I I � _. o ��o _. _. _ i — � - - —�- -- � Z N I .. 0 1LL. _. _- _ �t ,�_ — :.._� p:N— =.c ,_ .... .. ` I' � Q]. �" -- � 'y�-. " ; - I�i � � I . _. � __ __ __ __ - - __..... � �' /I/� � O�` I V I _ _ �, .. _ _ __— _~ —I �n _. " __' ___..... o�l M N - � -.... 1` O � � N � - - + -_ p '�'._ .... ... ___. -_. � : O i^ N .___ ___ ____ ____ .-.- -- I ^ N im � I _.o io. ---7 � __- .._ __ __ _. Y : � _ _._ ... . ..... oli ny L d' ; 80d II ':: oY �.-.�:: -:O Z�! _ _. �- ...__ _..... ._ ' n , _ � U-� 6L� S-S-hI 60� ::. :, � �%�� O � '::. � .__ � M I L I I .. .. .. ..__ � o ::.� .. 60� 8- �5 II' o :::. o ... "S-OP6 � � c o i-� m � li `�II`'' .. m M .LL IB'E_L � — t'�'S—— - � � °� '. o� � — � d � � ' �: I��.. -N o �� --�_ �'� LL� i i',. . uNi �u- ,� - b _ _ _ � L.U I o �_ -� ,, I. - N �i 0'9'£ H" ', i� _.__....o ____ '' �.'�V I �.. .'. _-� :� -_—__—_—_�—____ �:N .. �o � �\ � �� I V I I��i I i _---- _-- �, �� . � _l^_�_ ' . . � . I�. I II — _— -_'.—__. .. . . —_ II I � I ��__ - '_ : .. �I I L LL il i,I �I p _.._.,1 O !._ c=___ , � �, i � _. N uv ----- d ! i i _t OL I Sl �n '------- � . � o . . . ,.� i — -- — � � o itt-. __.—__ —_. ____ ___ N . i o --- �. - ji i � � �� I I � ; „ ry �� ) � i �' —... o ,_...._._ _ i �i I ' i — -- o ) i ,.J. . . . .. � i ; N �� ___ __. __...... i ' i ...._. _...... i,�� i I� 7 i ___ ......___ ..__ I' � I 9 � „ � o LQ�' � .J il I i o-o-z o-o-z�o-o-Z o-o- �o-o-Z I� � ' m i � o � ; � oroi-s� --,.-- - j � , . --- � Q'9-LZ , " -- — o-v-%v ��_ ,...3 _.___ �� . . � MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 1 1 10245F Fax 916/676-1909 (GRV�Tacoma�Peoples Builder 3027R1 Floo The truss drawin�(s)referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal: R34244441 thru R34244461 My license renewal date for the state of Washington is August 1, 2012. Lumber desi�n values are in accordance with ANSI/TPI 1 section 63 These truss designs rely on lumber values established by others. h,��E>EL 5. Tj;�;��. �r�,,��'��ayf� ��- ,r�'� --�, n � � � � .�"� �. � �t'-=' y 1 � � �'�;� ,o, _ )' t.�� , ,� ` �s�. . � -,, � March 9,2012 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely far the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer, per ANSI/TPI 1. --- - - ---- —_—_ ,�ob . — — _— — -- -- '..7russ - . —. _ ---- -- --- I fJSS T E --'-��--��----� . . YP � i Qty I,PIy �(GR,'V)Tacoma Peoples Buiider'sC27R i Roo �'i1110245F IFp� � �� R3424444�1' 1 �GABLE � I � Tne Truss Co./Tri-Counry Truss,Sumner WA/Eugene OR/Burlington WA I � 06 Reference optional) 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:28 20i2 Page 1 ID:RxR1DUqNMk500GiPYMkK?HyRibT-aNfFroKvZ4tGZdPuu8lbYrqhrweMFXoH4Lnh59zchE1 o-�s o-a,e Scale=1:33] 2+4�I 1.Sx3= �4 I I 1Sx3= 1 2 3 4 5 6 � Q J 8 9 10 it 12 13 1d 15 i6 Q3 . I J � �I I t I � -A- I � I • • 1 i ,—, � � } �--�— , > � n � ' �� , > , , > �� > > ��x > , � a y � y ,. 3' 31 >� � y 3G �I � 28 2] 26� 25y 2q �� 22 21 2G 19 18 il 3x< i 3u4 I I i-4_0 � 2-8-0 4-0-0 _5:4-0 6-8-0 8 0 0 g1-D 10-8-0 12-0-0 ;3-4- +—_-- I – o r_ia-a-o ie-o-o na-o is-s-o is-io-o �-a-° i-a-° -- '-a-o '�-o i-a-o ia-o ia-o i-a-a i_a- � �i-a-o i-w-o vao i�-o i a-o i-z-o _Plate Offsets�X Y�: f1E:0_1,8.EdpeJ�[32:Edge 0-1-� — LOADING(ps� � SPACING 2-0-0 CSI � DEPL in (loc) Ildefl L/d PLATES GRIP TCLL 40A I Plates Increase 1.00 TC Q.07 � Vert(LL) n!a - Na 999 I MT20 185/148 TCDL 10 0 ' Lumber Increase 1.00 BC 0.01 Vert(TL Na n/a ) - 999 BCLL 0.0 Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n!a i BCDL 5.0 Code IRC2009/TPI2007 I (Matrix) - Weight:72 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HFSPF Stud/STD REACTIONS All bearings 19-�0-0. Qb)- Max Grav All reactions 250 Ib or less atjoint(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, 18 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)All plates are 2x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)This truss is designed in accordance with the 20Q9 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ,��,� ��t �, 4. ,#' ��^_ �,' , _ � � �,. �� "'�'�, rf{%tS�E't°,F�� _`'. �'4�5'!t'�ti:'�L�_'`�> March 9,2012 6#�I�NG-tTce-a;fy drs:c7n gsaratr�ers cueu�'kF:9.tJ IrtZ:�Tu.�+CaN T237S AN��Ih?C.'L EJi?�L�#4�8`T_�^.`�L '�'F�'�it€y�1'�Ca�d�"i'I T�?2�3,�F°tdJ2E€}�. � �� I Design valid tor use only with Miiek connectors.This design is based only upon parameYers shown,and is for an individual building component. � Applicability of design parameterz and proper incorporation of component is responsibility of building designer-noi truss designer.Bracing snown I �� is for lateral support of individual web membe¢only. Additlonal temporary brocing to insure siability during consiruction is the responsibillity of the erecior. Addifional permanent bracing o°}he overall sirudure is the resoonsibility of ihe building designer.For qeneral auidance reaarding ��T�3�� fabncaiion quality control,storage,delivery erechon and bracing,consufl ANSI/TP11 poality Criteria,DSB-89 and BCSI Buiiding Component I Safety Information ovadable trorc Truss Piate Instdute,781 N Lee Sireet Sude 312 Alexondno VA 22314 7777 Greenback Lane,Suite 109 l i:�c�u:Fre r�-n�e i�Y cr 5� «?:n�ver es r��,aiie�! :�e e�es srti�«�#wes�r�6!;5.s,e,�,.„€��e{:�,?{t!�t�'2�y r+L sr r3 r�;�E�:_�:�r��S�tE. cim,s He�gnts,ca,sseio --- ---- i_-- __ __ _----- ___- --- ___ _ _ _ _ _--- - _ ..tob , '�Truss ��.Truss ype Qty IPI�� ,(GRV�Tacoma Peoples Builder 3027R'i Floo �i1110245F F02 ��IFLOOR i6 � � R34244442, � The Truss CoJ Tri-County Tr�uss,Sumner WA/Eugene OR/Burlington WA ---`-- — IJob Reference(optional) �� —`7.250 s Aug 25 2011 MiTek Industries,Inc Fri Mar 09 08:0829 2012 Pa e 1 9 ID:RxR1DUqNMk500GiPYMkK?HyRibT-2aDd28LXKN?7An 4SrGq52Mg5Kp6_mhQJ?WFdczchEO o-i-e – � zeo '�_0 � o-i�..7s 5'cAle=1�.33.7 2z4 I' �d II 1.Sx3= 4r8= 2t3 II 4x4= 2n4 I.. 3x4= 2x3 I I � Z 3 4 S 4x8= i.5x3= 6 � 8 9 6 � /y � �� \ �// II // \ �// 1 17 _ �! Q �1 W � �-.i _ -i��-__.'_ -Y� �I I � 14 13 12 11 4x7— 4x9= 2x< '�I 4x4— 4x9— 4x�_ �— - 19-10-0 19-10-0 ----'-- --'� Plate Offsets X Y1Tf4:0-1-8 Edge] [5 0-1-8 0-0-0 9:0-1-8 Edqel f1_O:Edge 0-1_8�2:0-1,E Ed�7ce�,_[13:0-�_8 Ed�c e�[15_Edge 0-1-8]_ LOADING(ps� SPACING 2-0-0 CSI ! DcFL in (loc) I/defl Ud � PLATES GRIP TCLL 40.0 I Plates Increase 1.00 I TC 0.87 Vert(LL) -0.38 11-12 >617 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.63 11-12 >374 360 ' BCLL 0.0 i Rep Stress Incr YES WB 0.96 ' Horz(TL) 0.09 10 n/a n!a BCDL 5.0 _ Code IRC2009lTPI2007 (Matrix) �— Weight:80 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 4 X 2 HF SS end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. REACTIONS (Ib;size) 15=1071/0-5-8 (min.0-1-8),10=1071/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3018/0,3-4=-3018/0,4-5=-3777/0,5-6=-3777/0,6-7=-3037/0,7-8=-3037/0 BOT CHORD 14-15=0/1808,13-14=0/3777,12-13=0/3777,11-12=0/3694,10-11=0/1516 WEBS 8-10=-2045/0,2-15=-2036/0,8-11=0/1385,2-14=0/1373,3-14=-278/17,6-11=-745/0,4-14=-1027/0,6-12=-243/485 NOTES (5) 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �E.1z . T!_�� , 1' �t" y,%;: 1.�, �� 4r �'-. � .L J � �� •t, �� r ,^ �y� .� ti ''•�'1,, �C;/S�'�Ci°`\ l`\. '�.�J J(t F�':��:�-�tt March 9,2012 ��G.B�'l�€IMCr Vercf�r rde�i_qn�rax•mnet�rs mac.?.RFiAU 1VC72"ES C3ie°TXIS.dNI)I�dL'LU�JE37#�2f�i.�:'�'�J7�ldf'EP&C`rEh7l1-T4f;&�Ft1R��-'"..�". �� 7 Design valid for use only with M�ek conneciors.Tnis aesign is basea only upon parametea shown,and is for an individual building component. Appiicobility of design porameters ond proper incorporation of componenf is responsibility of building designer-not iruss designer.Bracinc shown i is for lateral supoort of individual web members only. Additional femporary b�acing fo insure siability dunng cons}ruction is ihe responsibi!lity of the ' � erector.Additional permaneM bracing or the overall siructure is ihe responsibility of the building designer.For general guidance r=garding ��}�� fabrication quality corirol,storage deuvery,erection and oraang consuh ANSI/TPI1 Quality CrNeria,DSB-89 and BCSI Buffding ComponeM � Safefy Information ovqilable from Trus Piote Insfdute 78'N Le Str Sude 312,Alexondna VA 223 4. ' 7777 Greenback Lane.Suite 509 �_ 1'�c��t�r�r�ine t�'cr�SP��t�rr� er �c��t3 � �e�es nr��E;e� ar�ik�ae�e�a�c�:?�f.a�#! �`�*13r,� �LSe:_�•ti �i��•�,��vg�F€�, citr�s He�gms,cti,sesi� - -—- ------ --- -— �------ — -- -----------� �� R34244443'. _---- ---...— . _ ----_ .__. ..___._._—._. - ��b + ;�russ ,,Truss Type �ty �,Ply I (vRV�Tacoma Feooles Builder 3027R1 Floc � i1110245F �F03 IFLOOR ��5 ' � ' IJob Reference(optional) ' Th=Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA I 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Iviar 09 08:08:30 2012 Page 1 ID:RxR1DUqNMk500GiPYMkK?HyRibT-Wmn?FUL95h7 o�HOZn3dGvzqkAkji?aXeGo92zchE? o-�-s — H � 2-6�0 —. 2-1-0 ,0.2-0 — 0_�� Sc31e=126 a 1x3 II ix3- 3x7= �3 II gz3= 7yg II 3x7- 3x3 II 1 z 3 4 5 3x3= 6 � 8 1� �j \ �� I � '� '�', I /� , / /P . �II4 �� . / I� \ y / � � i I@ i f� y � l ��e� � - �� --�--eLL — _ ,� 13 12 11 10 /� 3x8— y3 il 2u8— 9 h3 I 3x6— �s-e-o - --._ 15-9-0 — -- Plate Offsets X Y; 11 0_1-8.0-0-0 12:0-1-8�Ed°el____ -- ------- LOADING(ps� , SPACING 2-0-0 CSI I� DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 ' Plates Increase 1.00 TC 0 36 ' Vert(LL) -0.14 10-11 >999 480 �' MT20 185/148 TCDL 10.0 i Lumber Increase 1.00 I BC 0.66 Vert(TL) -0.22 13-14 >829 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 Horz(TL) 0.05 9 Na n!a I BCDL 5.0 Code IRC2009/TPI2007 (Matrix) Weight:67 Ib FT=0%F,�%E LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structurel wood sheathing directly appiied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. REACTIONS (Ib/size) 14=846/0-5-8 (min.0-1-8),9=852/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2182/0,3-4=-2182/0,4-5=-2420/0,5-6=-2191/0,6-7=-2191/0 BOT CHORD 13-14=0/1383, 12-13=0/2420,11-12=0/2420,10-11=0/2420,9-10=0/1384 WEBS 7-9=-1562/0,2-14=-1556/0,7-10=0/917,2-13=0/906,6-10=-266/0,5-10=-411/76,4-13=-425/64 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2009 Intemational Residentiai Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks with fxed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��;R�. , ��,�� Gj�- ��. � � 1,� r, .- �_ � -� ;::: �r�".��,�`fst�Tt��'-`� �;``,. �`�l�?�.�L C:"'1�`� March 9,2012 Kt;�7:Mlv�f"r-I�"ersjy dr.siqn�ar-,am�ters tanc?F'cCs��$"��;CFN 7�IIS$f,P�IA�L'LUd7�il��C�`T'd:REt�t".�f`�C��B73d-T+�72!i&�'C132E E7�:. IDesign valid ror use only wifh MRek connedoa.Thls design is based only upon parameters shown,and is for an individual building component. Applicability of design parameferz and proper incorporation of component is responsibility of building designer-noi truss designer.Bracing shown �� is for lateral su000rf of individual web members only. Additional temporary brxing to insure stobility dunng construcfion is the resoonsibillity of the �I erecior.Addifional permaneN br�cing o.`the overall structure is ihe res onsibilit�o`in= ' ��"('�1.` P y building designer."ror aeneral guidance reaardinc � �` fabncaiion quality conirol,siorage,delivery erection and bracing,consul! ANSI/TPIt Qualify CrBeria,DS6-89 and BCSI Building Component � Safety Intormation availoble from Truss Plate Inshtui ,781 N.Lee Sireet.Suire 312,Aiexondna,VA 22314. �i 7777 Greenback Lane,Suite 109 __ j.;stluiY�tt,t+°IF1Y(4�6t $F�;P�:aitR¢ .:I'E�&>��4P Ic'� :;'i��.�'�@S€iit';#�[Si�,�c�t'�fIT�.`c�p(,vC'€@a'��(p.�.�A.'i�'•�2`s �yL��c p'y��rv��tj�g4'fi�=`,:�,, �' Citrus Heigh�s,CA:956'IO -- -- -- ----- ---- -_ _ - ---___ __-- - ---- --- -- ---_ _ _- - -- _---- �� ' ',Truss ?rus;7ype � ��ty IPIy �.(GRWjTacoma Peoples Builder 3027R i rloo .. I '8 I I R34244444�.. '.1110245F F04 IFLOOR � __. _i Job Reference optional _ The Truss Co.!Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industries,Ina Fri Mar 09 08:08:31 2012 Page 1 ID:RxR1 DUqNMk5DOGiPYMkK?HyRibT-yKNTqMns?GrQ58TZGIlATR?zBVsSgGjmi?LhUzchE o-�-e — '�� 2�6-D , � 1-3-4 _ 0-a,8 Sc�le=1'33_6 a�4 I I a�a I 1 5x3= 4x8= 2z3 I I 4u4= 2u4 I I 3r4= �3 �I 4r8= 1.Sx3= 7 2 3 4 5 6 ] 8 9 I 6 / � / * � Q � I 17 i W / fI � �� / � / i�I I$ 1 "� _ : -� — _ � ';��'I `� tt t3 12 11 � 4x7— 4z9= 24 II 4x4— 4z9— 4xi= . —'--' ___ 19-9-4 _ 19-9=4 - � � '. Plate Offsets lX Y) [4 0-1-8 Edae, 5:0-1-8_0-0-01 f9 0_1-8_Edoe,_[10_Edae.O_1.-8�2:0=1-8 Edael_[13:0=1-8.Edqe_j�[15.Edae 0-1-8�__ I — T — — LOADING(ps� SPAqNG 2-0-0 , CSI DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 40.0 i Plates Increase 1.00 �i TC 0.84 I Vert(LL) -0.37 11-12 >638 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 073 Vert(TL) -0.61 11-12 >384 360 BCLL 0.0 ; Rep Stress Incr YES II WB 0.35 Horz(TL) 0.09 �D n/a Na BCDL 5.0 ' Code IRC2009/TPI2007 � (Matrix) _ Weight:80 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except BOT CHORD 4 X 2 HF SS end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=1067/0-5-8 (min.0-1-8),10=1067/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3006/0,3-4=-3006/D,4-5=-3754/0,5-6=-3754/0,6-7=-3024/0,7-8=-3024/0 BOT CHORD 14-15=0/1801, 13-14=0/3754, 12-13=0/3754,11-12=0/3675,10-11=0/1810 WEBS 8-10=-2038/0,2-15=-2028/0,8-11=0/1378,2-14=0/1367,3-14=-277/15,6-11=-739/0,4-14=-1012/0,6-12=-246/477 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and RS02.10.2 and referenced standard ANSI/TPI 1. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��,�: �ri�� ' � �'.= f�� 1- ,� ��, f. �. �;' ' .� A' �, �. t'�"`�' ��>�t��.t�� ,�: f`�. �� '�C�NA L 1''`ta March 9,2012 4/�dF,''tdLt�G-Yerri�'y d�zic�n gr,arcz�ers ma� '�' b Nf�7'fS C53��IS�NI3 7N�'Lff3Z7!11 A9f'(�Y P�'�TZE-�G�d'9C"rE hSil-7�l t Y�FCti7�LT,'".,�". ��. Design valid for use only with MiTek connecrors.This design is based only upon parameteR shown,and is for an individual buildina component. � I Applicability ot design parame}ers and proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown �I �ry is for laYeral supoorl of individual weo members only. Addifional temporary bracing to insure stability auring consiruction is the responsibillity o`,tne �i �rector.Additional permaneni brocing of ihe overall siructu�e is fhe responsibili}y of the buildino designer.'ror general guidanc=reaarding �p�� i faoncation,quality con}rol,storaqe,delivery,erection anc bracing,c-onsuL' ANSI/TPI7 Quolity Criterie,DSB-64 and BCSI Bullding Component I Safafy InformaTion availobl=from Truss Plore Institufe,781 N.Lee Street,Suite 312,Alexandna,VA 22314. � 7777 Greenback Lane,Suite 109 �_ 1�';�c e€96r��,�i��e t�r rr°SF,��n2�er;s:;.re_atie�i,��re�e��vr�;�€;€e��r��;ee e�te,:ts��e€'�c�..�t'r�2�}�L�f'�, r� �r�_�ea:ta: SPiE citr�s He�gn�s,cA,sss�o _---- — — -- ----- _— — - —— —--- _ __ _—__-- __— - --- ---. Joo :Truss T� ._--�- – —._... ' �r�ss Typ= �'�ty Ply �.. (GRV�Tacoma Peoples Builaer 3027R`, �loo '. "1110245F ' I� �' R34244445�' �F05 IGABLE �11 , 1 j�' � _��IJOb ReFerence ootional) The Truss CoJ Tri-County Truss,Sumner WA/Eugene OR/Burfington Wk 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar Q9 08:08:32 2012 Page 1 I D:RxR t DUqNMk500G iPYMk K?HyRi bT-S9umgAN Pdl Oi t Ej�_pXjh_MrYOH BLot?ylvDwzch Dz o y8 o-Ns Scale=1�.33 6 2%4�I 1.Sx3= �`4�I i.5x3= 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 i6 �3 I � II� ��. ' I I �II I 34 • � I II I �w x � — .� k >' � ;. . I } . �- � Y > > .. ?. . . , . . � ?.1. Y� . _ � J- J �I J . . > > . r – TI � � 1 32 x > >�_ Y �� 31 Y � 30 28 T 25 2] "—' 26 25 24 23 ^22 21 I 20 15 1& iJ 3x4 �I "sx4�I 1-4-0 T 2-8-0 4-0-0 5�-0 6-8-0 8-0-0 9�-0 10-8-0 12-0-0 13-4-0_T 14-8-0 16-0=0 T17-4-0 18-B-0 19-9-4 i-4-0 1-4-0 1�-0 i-4'p t'4'0- 1'4-0 1-4-Q 1-4-0 1-4-0 11-0 ' '�i-4 p 1-4-0 1-4-� tA-0 1-1-4 . _°late Offsets(X Y) j16 0-1_8 Ed e 32:Edge 0_1-8L_ --- LOADING(psfl SPACING 2-0-0 CSI �! DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 ' Plates Increase 1.00 TC 0.07 Vert(LL) n!a - n/a 999 ' MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n!a 999 BCLL 0.0 , Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 17 n/a n/a � BCDL 5.0 �! Code IRC2009/TPI2007 (Matrix) ' Weight:72 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiiing directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HFSPF Stud/STD REACTIONS All bearings 19-9-4. (Ib)- Max Grav All reactions 250 Ib or less atjoiM(s)32,17,31,30,29,28,27,26,25,24,23,22,21,20,19, 18 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)All plates are 2x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walis at their outer ends or restrained by other means. 8)All dimensions given in feet-inches-siuteenths(FFIISS)format. LOAD CASE(5) Standard �.�'�;�s. r�� 1� r' ``s..' " yFt. .. �„ ��,• �, �� %� �� .y �.. r�''�' ��f{lSl��`��, ~ ��,l�` `��''�� -��:`�L�:' March 9,2012 �� E�Af��fCr-UerY�i�I�.z_qra g>�rcxmret�rs taraa?}�➢N�t7'E.i Cdid i'�s'TS�ti�I3ltid�'L(�Z3�I?�T��C.��1t�£',�P�C'rE#i'iT-7�l�&EF'C3}�dTS�. �� Design valid for use only with M7ek connectors.This design is basec only upon parameiers shown,and Is for an indiwdual building componeN. I Applicability of design parameters and proper incorpo�afion of componen}is responsibili}y of building designer-noi iruss designer.Bracing shown � �� i is for laterol support of individual web members only. Additional temporory bracing to insure stobili?y dunng consirudlon Is ihe responsibillity of ihe � erector Additional perman=nl braang of the overall strudure is ihe responsibili}y of ihe building desianer.For general guidance regarding ��{� i faoncanon quality ontrol,storaae delivery eredion and braang consuB ANS�/TPI7 Quolliy Criteria,DSB•89 and 6CSI Bullding Component Safety Intormation ovoilable from Trus;Plate Instifute,781 N Lee Stre f Sude 312 Aiexandno VA 22314 7777 Greenback Lane,Suite 1�9 � �o;::R�c^i-�rn�t� c��SF�j��;srr,��:r€��ne,.t.��,�'�:�e�_t¢:�^a�,�e�ar�f�z�.�E e��.;�x�e t�e�k �i��9,�:��F�L.�� p.�t�:��4�x Si�E. � ertrus Hetgms,c,a,sseto _ _ ----- ---- ---— ----- --- ___--- —___ -- -- — .__ --- – -----_------- ,'.'o ' �'�,�r��s �'..Truss 7YPe -�---Qiy ...--iPly �I(�KV�1?acoma Peopl=_s Builder�3027R1 Floc ..._ '�.1110245F � � � �.� R34244c46'��. �F06 IGABLE I1 � 1 � � - -- IJob Reference lootional) � The Truss Co./Tri-County Truss,Sumner W.4/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industnes,Inc. Fri Mar 09 08:08:33 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-wLS8uW020cWZf0lshhKmFuXXYxMUwolOEcUSINzchDy D-1i8 D-�8 Scale=1:35.5 2r4 �I 1.Sx3= 3x6 FP= 2�4�I 1.Sz3= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 1] 18 7. I jl e I I I � , �� i� i , � i i I iQ � -�- -�� -- � -� - � � _ � � �--� x �� y . �� . �-- � , >� . xx y >� � > , as � �� v y X >> ?� ?� >. } 7��v �%7'x�>: � � %` X k r� > > > ' a �, 35 34 33 32 31 30 29 28 2i/ 26 25 2a T � 22 21 20 16 3x4 I 3x6 FP= 3x4 I'� _�-4'� ?-E-0 T_-0-0___ 5-4-0 6-8-0 8-0-0 9-4=0 10=8-0 12_0-0 13_4-0 148-0 i6-0-0 17�-0 18-8-0 20-D-0 20-10-12 1-4-0 � 1-4 0 �. 1 49 �. _� � 1�'0 1-4=0 _1-a_G 1'4-0 1-4_�.. 1-4� 1-a-0 �� 1-4-0 1-4-0 1-0 0 � 1 4 0 0 iD 12 Plat_e Offsets X Y� L8 0_1-8 Ed e 36:Edae¢1�81 — LOADING(psfl SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud ' PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - Na 999 MT20 185l148 TCDL 10 0 Lumber Increase 1.00 BC 0.01 Vert(TL) Na - n!a 999 ' BCLL 0.0 , Rep Stress Incr YES �'I WB 0.04 Horz(TL) 0 00 19 n!a n/a BCDL 5A Code IRC2009/TPI2007— I (Matrix) � Weight:76 Ib FT=0%F,0%E LUMBER BRACtNG TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTHERS 4 X 2 HFSPF Stud/STD REACTIONS All bearings 20-10-12. Qb)- Max Grav All reactions 250 Ib or less at joint(s)36, 19,35,34,33,32,31,30,29,28,27,26,24,23,22, 21,20 FORCES Qb)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. NOTES (8) 1)All plates are 2x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)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. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 7)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walts at their outer ends or restrained by other means. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard l�,t,'r. TI�- , �`g' �'' ,��;i. �l- '� �� F �.'. �� s' ,,, y �,. � N,��.� �r'�t��t��'.�, �� S:S�CIh':�,L.�'"��l March 9,2012 w��r,rr�vtf v�;��,��,��€��,�r��,r,�s c3x��aru.�?r�r�c:�ut��nc�~��r��.��.E.�srr-ra•r,a�cr�ts�. —� Design valid tor use only witn M7ek connedors.This design is based only upon parame}ers shown,and is for an individual building componen�. li � Appllcabiiity of design parameters and proper incorporation of componeni is resoonsibility of ouilding desianer-not iruss designer-Bracing shown ' is(or�alerol support of inaividual web members only. Additionol temporary brocing to inwre stability during consiruction is ihe responsibillity of ihe I , eredor. Additional permanent brxing o`}h�ovsrall struci�re is the responsibility of ihe building designer.Fo�general guidance reaarding I �(�� Iabncation quality confro!,storage,deiivery,ereciion and bracing,consuli ANSI/fPll QualiFy Criferia,DSB-84 ond BCSI Building Component Safety Informa5on ovailable from Trus Picte nsfifute,781 N.Lee Sireet Suiie 3�2,Alexandna.VA 22314. ' 7777 Greenback Lane,Suite 109 ig�cvuil�.<n�tz;�C��"��SPv1�srnt er�.�,.��e,.afi�� e�esEV¢-=x��i:��are�I:��e er.e:;<�^�f}rr t.<?t��;3��,At��u=�+°��a�.�ss��i�^SFt� � atrus Heignis,cn,sse�o —--- —— -- — ..—___- -- -- ----- - — Jo � ',Truss �,Truss Typ� ,�[ PI _. .------- �-------�— - _-- -------- ---- , ' y ', y � (vRWiTacoma Feoples Builder 3C27R i Roo !,t'10245F IF07 iiFL00R '�� ' R34244447' I ob Reference{optional) �i The Truss Co./Tri-County T luss,Sumner WA/Eugene OR/Burlington WA � 7.25D s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:34 2012 Page 1 I D:RxR 1 DUqNMk500GiPYMkK?HyRibT-OXO WSsOg9weQHYi2FPr?o63azLYkf8q9S GEOHpzchDx o-i-a ��— z�-° � z-z-i^ o-�p o-,e Sc�'ele=1:35 5 2z4 II 4z9= 2u4 I'� 1.Sz3= 3z6 fP= �3�% �4�I 3r4= D�4 I' 3x4= 2z3�I Oe9- 1.Sx3= � 2 3 d 5 6 7 8 9 10 11 ��,s �� I � /- �� zo � �I /� ��/ � �, � � � ,�' — � ,� ,6,5 14 13 4X�— 4xia= OxS= 3x8 MT1BH FP= 4x1C= bxi= 4xd= __ _ _ 20=10-12 .. - 0-70-1�__ . _Plate Offsets lX Y) f6_0-1�8 Edge] [7 0-1-8 0-0-0] [11:0-�-8.Edae1 f12_Ed�e 0-1-8 15_0-1�8 E��, 16:0-1-8 Edaei. 18:Ed e 0_1-8] LOADING(psfl SPACING 2-0-0 CSI DEFL in (loc) Udefl Ud �I PLATES GRIP TCLL 4Q.0 I! Plates Increase 1.00 TC 0.60 , Vert(LL) -0.37 15 >675 480 MT20 185/�48 TCDL 10.0 Lumber Increase L00 � BC 0.59 Vert(TL) -0.58 13-15 >424 360 � MT18H 185/148 BCLL 0.0 � Rep Stress Incr YES WB 0.45 Horz(TL) 0.10 12 n/a n!a BCDL 5.0 ' Code IRC2009/TPI2007 (Matrix) ' I Weight:85 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directly applied or 5-0-�3 oc purlins, except BOT CHORD 4 X 2 HF SS end verticals. WEBS 4 X 2 HFSPF Stud/STD*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 10-12,2-18,10-13,2-17,8-13,5-17,8-15:4 X 2 HF No2 REACTIONS (Ib/size) 18=1129/0-5-8 (min.0-1-8),12=1129/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 pb)or less except when shown. TOP CHORD 2-3=-3253/0,3-4=-3253l0,4-5=-3253/0,5-6=-4286/0,6-7=-4286/0,7-8=-4286/0,8-9=-3253/0,9-10=-3253/D BOT CHORD 17-18=0/1922,16-17=0/4019,15-16=0l4286,14-15=0/4022,13-14=0/4022, 12-13=0l1923 WEBS 10-12=-2166/0,2-18=-2164/0,10-13=0/1509,2-17=0/1510,8-13=-873/0,5-17=-870/0,8-15=-144/566, 5-16=-128/563 NOTES (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)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. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �"�`� � r°�rs �;:�- �.a�, r�- ;, ;��,. ,: .�.:� � , ��k r. �: z :,; -� • rt.. r��.l ,��,f 4�6 �, w ��, {%i��{�F-�" �;``; ��°$�jC.�!�;1 L�:``C> March 9,2012 � EX��.Fi.l�!'hfG-�lercfr�d�:ic�ri gr�t-actennefiers ct��"Fcf:At}Ati17'��+C7iR�THZS�Id�.3IN(:E�V13�Mlf�$ '�'�'F1�' °P�C.�PAGE'$5SI-7�i€.2.�3,E:�''t3zz2E l7��. �� Design valid for use only wiih Miiek connectors.This desian is based only upon parameters shown,and is for an individual building component. � Applicabilify of desian parameters and proper incorporation of comoonent is responsibility of building designer-not truss designec Bracine shown � � is tor Iateral suppori of individuql web members only. Addifional temporary bracing io insure stabili}y duono consfr�cfion is ih=responsibillity of ihe '� erector. Additional permanent bracing of tne overol��,siructure is ihe responsioility of ihe building designer.for general guidance reaarding �t��r. I fabncafion quality control storage delivery ereciion and oracing consuli ANSI/TPI7 quality Crkeria.DSB-89 and BCSI Building Component I� Safety Informafion available from Truss?lofe Institute,781 N L e Stre t Sude 3'2 Alezandna VA 22314 7777 Greenoack Lane,Suite 1�� I i';�rs�tMe°r��i�7e;S c� S�:,i €srt� c�r¢W i;-,a_vati��i,s�e€�e�rar;a��€,.�r ar�fK�_se e=aec[;,�e€.4srtTf,.�is92 a,r;l5�u� ��ly,^�e�b, Sr�E;, �i Citrus Heights,CA.950"10 -_--__-- - ----- - ---- - _ _- - --- _ _- _- -. - --- --_ -- ;�o � I,7russ Truss Tyoe �rv iPly '�.(GRVV��acoma People.;6uilde;30_;�:=1 Floo � '' � ' R34244448 11102S5F �F08 IFLOOR I1 � '�. Job Reference o tional�_ � The Truss CoJ Tri-County Truss,Sumner WA!Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industnes,Inc. Fri Mar 09 08:08:36 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-Lw8GWXQwhXu8WsOQMpuTtX9y79C57z3Swaj6MizchDv o-�-s H� 2-6-0 �_' 2-2-12 — ��0� 2-5-4 ��D-11-4 1-4-B 2-4-6 _; p_ g �— 'Scale=1�.36.0 3x6 FP= 25x6 II 3x6 FP— 2.Sx6�. 2.Sx6 II 1.Sx3= 6xi6 MT18H= 25x6 I I 6xt0= 2.Sx6 I I 6x7= qx6 I I 3x6 I I 7x16 MT18H= 1.5x3= 1 1 2 3 4 5 6 � B 9 10 11 12 I I i 23 q�'�.'44�.,��I / / { � I II� � � �/ � WI � � � ° zo ,s ,6,� ,s ,s� ,�4 6xe— 6x18- — — 6x]— Sx6 I I 26x6 I 3x6�I �x�s— 6x12 MT18H— 3x8 MTieH FP= 3x8 MT18H FP- ��6 4 ' _ _ 13-D-4 I 14-7-0 20-1G-12 70'6'4 2-6-0 1-0-17 g_g_�z ' — _Plate Offsets X Y_ 6:0-3_O.Edae] [7 0-3-0 0-0-0 9:0-3-O.Edge 12_0-3-O.Edqe. 17:0-3-0 Edqel f18:0-1-8.Edae1 f22:0-1-8.0-0�81 f23 0-1-8.0-0_8] _ LOADWG(psfl SPACING 2-0-0 i CSI � DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 40.0 �, Plates Increase 1.OQ TC 0.50 Vert(LL) -0.44 16-17 >564 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 I BC 0J2 Vert TL - - > ' ' O 0.68 1617 365 360 MT18H 185/148 BCLL OA Rep Stress Incr NO WB 079 Horz(TL) 0.09 13 n/a n!a BCDL SA ' Code IRC2009/TPI2007 I (Matrix) ', Weight: 149 Ib FT=0%F,0°/E � LUMBER BRACING TOP CHORD 4 X 2 HF SS TOP CHORD Structural wood sheathing directly applied or 5-2-3 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.OE end verticals. WEBS 4 X 2 HFSPF Stud/STD*Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 11-13,2-21,11-14,2-20,5-20,5-18:4 X 2 HF No.2 REACTIONS (Ib/size) 21=1822/0-5-8 (min.0-1-8),13=2824/0-2-12 (min.0-2-0) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6304/0,3-4=-6304/0,4-5=-6304/0,5-6=-10184/0,6-7=-10184/0,7-8=-10184/0,8-9=-11602/0,9-10=-10206/0, 10-11=-10188/0 BOT CHORD 2D-21=0l3628,19-20=0/8576,18-19=0/8576,17-18=0/10184,16-17=0/11424,15-16=0/11424,1 4-1 5=0/1 1 602, 13-14=0/5616 WEBS 11-13=-6217l0,2-21=-3961/0,11-14=0/5155,2-20=0l2979,8-15=0/531,5-20=-2527/0,8-17=-1850/0,5-18=0/2093, 6-18=-357/0,9-15=0/1003,9-14=-1745/0 NOTES (7) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)13. 4)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. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� Vert:13-21=-10,1-12=-100 '�� ' � Concentrated Loads(Ib) ,4?`� �,�, �j, Vert:14=-105715=-1331 r ff �'��-, � � � � w �„ ti. �, �F� ,e�,�, ={��k�n '!,, .�'�,. ��t��'C-.t?-' �.; `S,�'!C}?'�.1 L�=�"�? March 9,2012 iF,&Ic�IR�°s-Yc�t�afii rlc�xgm,�azr°¢n��t�rs t�rnrA'fs�I1 NC�T�`S CAN TSiIS�NS)IA!t'I�tSL)F.££F�?T7'E1T:FcEFE^:I'tETt�CC�'�G�1411`I-747�FS�Fi?;i�iFSE. ! � Design valid for use only with Miiek connectors.This design is based only upon parameters shown,and is fo�an individual building componenL ' Applicability of design parameterz and proper incorpmafion oi component is responsibilit��of building designer-not truss designer.Bracinc snown `' is for lateral support of individual weo members only. Addiiional temporary bracing to inwre stability during consiruction is ihe responsibillity o�the �� gq �r erector. Additional permanent bracing of}he oveial!structure is the responsioility of ihe building designer.For general guidance reoarding '� �yef g�� faoocohor quality coniroL storage aeiivery ereciion ond brocing, onsul? ANSI/TPIt p�ohfy CrHeria DSB-89 and BCSI Building Componeni li 7777 Greenback Lane,Suite 7Q9 I Saiety Iniormallon available from Truss Piate Instituie.781 N Lee Sirm SuiYe 3;2 Aiexondna VA 22314. i i �u:�the i�>�is�e{��a� 5��1�ean,;=er a��-,� �� es€�r s��ai�*a��nr� ��e er .zn��(a�i..;.�:9'3 �,s�L�v u� p ?}��:s�,�I�u��EE«, car�s He�gnts,en,sssio _ --- _ — — --— - --- ------ __ _ ---- —_---- _--- — - - _- - --_ - .iob ° ',Truss Truss�ype Qty °:Ply '(GRV�lacomaFecoi..sBuilder„027R1 Floo , � ' ' R34244449i 1110245F IF09 IFLOOR I2 1 , IJob Reference o tional) The Truss Co.i Tri-County Truss,Sumner WA!Eugene OR/Burlington WH 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar Q9 08:08:37 2012 Page 1 ID:RxR1DUqNMk500GiPYMkK?HyRibT-p6ifktRYSrO?80bdwXPiQkh7sZYZsULc8ESgu8zchDu 0-7-8 --�. I----2-6-0-� D-t D-0 0 1-S 5c�alA:1R"=1' tx3 II ix3= 3x6= 2x3 I I 2.r3 I I 3z5= 3x3 I I � Z 3 q 3z3= 5 6 7 1 13 �� /� �\ / / I� 4 `� . � �?4 �/ \�� i� I� i � i , I �' �r-� �.�- � \��y� �� ` � - e ' —�—� ; � n to B 8 3x5= 2x3 I I 3x�_ 3x6= 3x6= - -- _. 14-2-6 14-2-8 Plate Offsets(X Y): (3 0-1-8 Edge 10:0-1-8 0-0-0 11�0-1_-8 Edoe�_ - LOADING(ps� SPACING 2-0-0 , CSI DEFL in (loc) I/defl L/d ' PLATES GRIP TCLL 40.0 I� Plates Increase 1.00 �i TC �.50 ' Vert(LL) -0.13 9-10 >999 480 MT20 185/148 TCDL 10A ' Lumber Increase 1.00 B� 0J1 ' Vert(TL) -0.19 9-10 >885 360 ' BCLL OA Rep Stress Incr YES jl WB 0.53 Horz(TL) 0.04 8 n!a n/a BCDL SA , Code IRC2o09rP120o7__ (Matrix) ' ' Weight:59 Ib FT=0%F,0°/E -- LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Iblsize) 12=761/D-5-8 (min.0-1-8),8=768/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1893/0,3-4=-1893/0,4-5=-1883/0,5-6=-1883/0 BOT CHORD 11-12=0/1226,10-11=0/1893,9-�0=0/1893,8-9=0/1222 WEBS 6-8=-1380/0,2-12=-1379/0,6-9=0l750,2-11=0/768,5-9=-295/0,4-9=-283/206 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �,,��Tt S. � f�z� ��,, l �`� . i�+' ''� �!:�.. 1- e> �j. ,� � r / ..,,, r' �{ 6 -, j.;; � �f{'fS'TF��\ �. ��.5'/Ct:�,'k L k``�>�,^ March 9,2012 4{+@$u�?dG 11e�r�s�r;ryn�r�r•ezmtt:'ers unc FtE�AZ)Nd:�7�S C%N fi$d�S�N€�?d2Y�"LUd)£si?MC7�K�'�!'c'��'.TdC�P�CfE#1I1-I�S7�t3EFC3'n'E tt".s�'. 7 , Design valid for use only wiin MRek connectors.This design is based only upon parametea shown,and is for an individual building component. Applicobility of a=sigr parometers and proper incorporation of component is responsibility of building designer-not iruts designer.Bracing shown t�� is for lateral suoport of individual web members oniy. Additional tempo�ary bracing to insure stability during construction is ihe responsibillity of fhe eredor. Addifional permoneni bracina oi}he overall structure is the responsibilify of ihe buildino desianer.For general guidance reaarding I �OT�� faoncat�on quality ontroL s}orage,delivery erection and braang consuB ANSI/TPIi Quality Critetia,DSB-89 and BCSI Buifding Componenf �' , Safely Information available from Truss Piate Institute,781 N L e;tre_'Suite 3 2 Aiexondna VA 22314 � 7777 Greenback Lane.Suite 109 `_ i;acrss:Pie�k��ne i 5}crr SP�i�srr��xer is�4e��[i�� ;� caes�_ar;=�q€�e��r�ih�se e�:ec�.e Cro t,S;'C'2�?r,r,L4.0 r �r,�f�r.:=;e�k�s 5�€fi, c�tr�s He�gn�s,cc.,°s�io - -— _I-- -------- — _ ------ ---__ _- -- - -- —— - __ _- - -- _ —_ _ _ — Job � '�Truss Truss Tvoe , IPIy � �(,,P1h�Tacoma Peoples Builde-3027R1�loo '�, � � ' ~ R3S24A450'I ��1110245F F10 �IGABLE �1 � 1 � � � � � I_ ob Ref@rence(ootionall I The Truss Col Tri-County Truss,Sumner WA/Eugene OR/Burling�on WA 7250 s Aug 25 2011 MiTek Industnes,inc. Fri Mar 09 08:08:38 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-HJF1 xDSAD88rl9ApUEwxyyEOvy3Sb3FINuCDQazchDt o,i-s o.�e s�aie=tzo� 2z3 II ix3= tx3 I'. �1x3 II 2�3 I! 32z3 II 423 II 52e3 II 62z311 �23 ��.! 82z3 II 9�3 II 1G 11 ix3= t . _ �I I , I �I � � ' ', i � � i ' w Ii ; � I I� � i L i I Ii � I'I ' e. ! II a� ��, II'I , — ' ' � j� �_ k y}�,��y� -�> � ,�.,�� . T �� . x v_�`Y•��. >.� > __ x , a� �� — . . t� Y . �a �nr. k'y Y > k >. >. Y > �' r �" �, r- '. .� •�,>. ;, u'> zi zo is ia n is is u i3 �z 3x3 II a3 I'� 2y3 II 2x3 :I 2x3 I�. — 2x's I'. 2u3 I� 2x3 I�. 2r3 II 3xs— _. 1-4-0 2-8-0 � 4-D-0 5-4-0 6-8-0 8-0-0 9-a-D _ 10-8-0 12-0-0 �12-5-0�. __ 1-4-D � 1-0-0 13-0 1-4-0 1-4-�C �— 1�-0 � 1-4-C 1-4-C 1-4-Q �0-5-0 _'_ _ _ _ ' LOADING(ps� ', SPACING 2-0-0 , CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 4G 0 ', Plates Increase 1.00 ' TC 0.09 Vert(LL) n!a - n!a 999 ', MT2G 185/148 TCDL 10A I Lumber Increase 1.00 BC 0.03 i Vert(TL) nIa - Na 999 �, BCLL 0.0 ' Rep Stress Incr YES WB 0.04 � Horz(TL) 0.00 12 n/a Na ' BCDL 5.0 Code IRC2009i fP12007 (Matrix) � ', Weight:47 Ib FT=0°/F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HFSPF Stud/STD REACTIONS All bearings 12-5-0. Qb)- Max Grav All reactions 250 Ib or less at joint(s)21, 12,20,19,18,17,16;15,14,13 FORCES (Ib)-Max Comp./Max.Ten.-All forces 250 Qb)or less except when shown. NOTES (7) 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)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. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixiry model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")naiis. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��,��:R . 1'(h,�� j� `�`i'r,. i`,. � r ' �. :� � �� Nr�,� p�f�J 1��h��-1 �-., ��:St��l,'�1.�~�t� March 9,2012 ��-�s:r�rrr�-v��:��„��,-��r��arr�rs.�r��ra t��x��r-ra�;�°�,t��r;�: I ° Design valid for use only witn MRek connedors.This design Is based only upon parameter=_shown,and is for an indwidual building component. I �� Appllcability of design parameters and proper incorporation of component is responsibility of building designer-no,truss desgner.Bracing shown � � is for lateral support of individual web members only. Additional temporary braan�io insure slability dunng consiruction is}he responsibilli}y ot ih= �I �r j��p_�. �, erector. Additional permaner�t bracing of}he overal!siructure is ihe responsibility a tne buildinc desi�ner.For aeneral auidance regardino I r}�1 {( � faoncation,quolity ontrol,storoge,delivery erecfion and bracing consult ANSI/TPIi Quahty CrReria,DSB-89 and BC51 Building Comoonenf ' 7777 Greenoack Lane,Suite 109 Safefy Inform�e}ion�available from lruss Plate Inshtute,781 N Lee Sireet Sude 312 Alexandna VA 22314 ' Ciirus Heights.CA,95fi10 i`�c�sscYie:i, irie i.r o SFr�p E�an7��r ss�y„„stie�l,Lhe s# s€�r==,�Ea,�ar�.4�i�e et`e;4 e(rt,.;''i'ti.'12�,�sL:aC rs.F�.;�y�;�:e��y<SPEE�, __ I —_._ _ ._" ._._....— . — ..___.—____._._. ......__.__ ._.__.. .. -- __--____ '__..._ ... _.—.. '_—— _..._"___.._._.. _ _-- —___........ . 'ob ' '�,Truss �Truss Type '�Qty iPly �, (GRW)Taco^�a Peoples Builder 3�27R i Floo . R3S244451 ',1110245F F11 �IFLOOR I2 1 . ' Job Reference�optional) The Truss CoJ Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:38 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-HJF1xDSAD88r19ApUEwxyyEJryxdbzXlNuCDQazchDt o-i-e I—i � 2-6-0 I � 1-8�0 ---� o.� � s:aie=,�.zo� ix3- �3 II �iz3 II 23x4— 3 4 2x3 I�I 53z4— 61c3 II ix3= I 11 li � 1 / �� /� �� s� �� $ �� /� " � i ,'," �� '`<.�� -- ��, � — e �—� ''�0��~—�I 3 4- 8 3x4= �� ]xa— 3z6— 12-$0__ _' � 12-5-C __, ' Plate Off_sets(X.Y1: (3 0-1-8.Edge] f4:0-1-8 0-0-Oj�[8 0_1-8�Edge] [9:0-1-8 Edge] LOADING(ps� I SPACING 2-0-0 CSI DEFL in Qoc) I/defl L!d , PLATES GRIP TCLL 40.0 ' Plates Increase 1.00 ' TC 0 42 ' Vert(LL) -0.15 9-10 >999 480 �i MT20 185/148 TCDL 10A Lumber Increase 1.00 I BC 0.53 Vert(TL) -0.27 9-10 >546 360 , BCLL 0.0 ' Rep Stress Incr YES WB 0.41 Ho2(TL) 0.03 7 n/a n/a ' BCDL 5A Code IRC2009/TPI2007 (Matrix) � Weight:50 Ib FT=0%F,0°/E -- —.-- — LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directiy applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS pb/size) 10=663/0-5-8 (min.0-1-8),7=663/0-5-8 (min.0-1-8) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1485/0,3-4=-1485/0,4-5=-1485/0 BOT CHORD 9-10=0/1035,8-9=0/1485,7-5=0/1035 WEBS 5-7=-1163/0,2-10=-1163/0,5-8=0/588,2-9=0/588 NOTES (5) 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1`h" j7,'� l �g„,� ��;':'�.t ir:�� 'l� �� , �`�I�� 1 N �t) � �'',T �{sF5 t��`"�� ~ ��:.5;�'tf}1`:�1.�''"`U�` March 9,2012 I LT1tiC1:A.7ii�lNG-3Tc r•d,fr{ef,�i_qn gs.armnet�rs irtid Is'�',&I}Nd7 T�S C}P+€7"NIS��IR�"i�L t,��l�Yd`fr^��i EF"$si�'FNf.",�P�G�tf'il�`4��&�33LE d7�. ' � E Design valid for use only with MTek connectors.Thls design Is based onty upon parameters shown,and is for an indlvidual building compon=nt. �II �� I Aoplicabiliiy of desiqn parametea and proper incorporation of component is responsibility of building designer-not truss designer.Braang snown Iis for laieral support of individual web members onty, Addltional temporary brocing to insure slability dunng consiruction is ine responsibillity ot the � �i��-� erector. Addifional permanent bracing of ine overol!structure is}he responsibility of the buildina designer.for general guidance reaarding '� fabncotion,quality conirol,storoge,delivery,erection and bracing,consult ANSI/TPI7 Quality Criteria,DSB-89 and BCSI Bui{ding Componeni 7777 Greenback Lane.Suite 109 Safety Information available from Truss Plate Inshiute 781 N Le=Siree Suite 3 2,Alexanana VN 22314 ' Citms Heighis,CA,956'10 1"a�:iita��ix�^in��SL cr°SF��.3n��er is�ve��rer(,:he aesP�r;�.w°.,�Ws ao?:t��ct e€tec4��n��Fi'<t 13 a,i�l��c•Ka°a4r,�e�1 b� SFIE. — _- - _- - ---- - -- ___ _-- -__- - - — - - -- — ,iob � �Tr��s Truss �ype �ty �IPIy '(GP,VV)'acoma Peoples Builder 3027R1 Floo � � � �� R34244452�� ,.1110245F IIF12 IGABLE ',,.� i � I ��Job Reference(optionaD The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA � 7.250 s Aug 25 2011 MiTek Industries,Ina Fri Mar 09 08:0839 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-IVpP8ZSo_SGiNJI?t yRAV9nZ4MPvKWXvcYxnyOzchDs o-rt_8 0-i-8 1 1x3 II 2 �k3 II ? 1x3 I� 4 1x3�I 5 1x3 I� 8 ix3 II Scale=1:133 13 , I II I � 14 m tx3= �,� i , , , �I 1x3= � I ' � Q � � i ,' � j i � � � � � I I � I I �� -:— ' �, �--I—� �-�— � - � —�' r �r:Xi�kin�Y�:?�ay> >yk��>�xy>, — >>r'x�y>' Y,�` �.i .:yy'ry�,y�ll' a. >.'?��'?; r ° i ' ; r � >� >'>>> >'>�'> 12 11 10 9 8 i 3x3 ��I ix3 II ix�I tx3 II tz3 �I 3x5 I I 1-4-0 2-8-0 _ _ ____' 4'0-� — 5-4-0 y 6-5-8 -- _ 13-0 1_4-0 � 1-S_p _ � '. , _ __ -_ _ _ " 1'4'0 1-1-� LOADING(ps� SPACING 2-0-0 CSI , DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 � Plates Increase 1,00 TC 0.07 �, Vert(LL) n/a - n/a 999 ' MT20 185/148 TCDL 10.0 ', Lumber Increase 1.00 BC 0.01 Vert�TL n/a - � ) n/a 999 BCLL OA I Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 7 n/a n!a � BCDL 5.0 Code IRC2009/TPI2007 � (Matrix) �� Weight 26 Ib FT=0°/F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 4 X 2 HFSPF Stud/STD REACTIONS All bearings 6-5-8. (Ib)- Max Grav All reactions 250 Ib or less atjoint(s)12,7, 11,10,9,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (� 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 4)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. 5)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��nj�,`'. � TiA;GI, .;,, ti�'A,�i�^� �- rr �`�3 i��; , :.�� 7 � � �'� i� � � '`..0 ��il;�'('�.:R�`�� ' ��Ck?L'.�L 1�`�'?ti March 9,2012 �Gt�.lc:F17A�t"r-V�r•s;pi{u'�z�n�ar•ameters eanc'is`E,$�NC7$E:CtN 77CI5.8N�N?7 TR?Y'1:8J'i)F11�4��:�F'�'�:IdCE t'�dgE�1TI-T�7�F,�F�3'S,�'e}�, ii �� Design valid for use oniy with Miiek connectors Thls design is ba>ed only upon�arameters shown,and is for an individual ouilding component. I �� Applicabiliiy of design parameters and proper incorporation o�component is responsibility oi building designer-not iruss designec Bracing shown is for laferal support of individual web members only. Addifional temporary brocing to insure s�ability during consiruction is ihe responsibillity of ihe g� erecior. Additional permanent bracing of ihe overali siructure is ihe responsibility o`the buildina designer.ror general guidance regardino �. �yg8�� fabncquon qvolity conirol,storage,deiivery erection and brocing consult AN51/TPIi Quolity Criteria,DSB-84 and BCSI Bui{ding Component 7777 Greenback Lane.Suite 109 Safety Informahon available from Truss Piate Institute,781 N Lee Street,Suite 312 Alexandna VA 223�A Citrus Hel 11�4��:1£�l.. i, �I{7e F S Cr 5��:�Yi1�,f�g.�pi�„BEiws� .!�:'7��E�"�„S J4??:5?,I�'i��Y��$M't�,SE 4'��Y"mir�a�'44+'�S4�aF.S:i7�}'F4L�'��C �J°i.3(�.-52u�Y:'�a�'f�:. j 9hts,CA,4561� — - -- ---- --- ,.lob . I,Truss .. _. .._. __.._ -_ _----� ----- --_ ��Truss Tyoe �-- -�- ------ , � .�ty IPh� I (6RWjTacoma P�opl.,s Builder3�.,2 R1 Roo R3424�+.G53�� 'I1110245F 'F13 IFLOOR �� I � '. � ' � Job Reference o tiona�_ The Truss CoJ Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:40 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-DhNnMvTRImOZ?TKCbfyP1 NJfsmXD3m92rChKVTzchDr o-i-a ��I� ��0 -� °�,P�� z 3-0-� o� Sc le=1:31.3 �a II aq II �q II 1.Sx3— 4x7— �3 I I 4r4— 3n4= y�3 I I 4x]— 1.Sx3— z 3 4 5 6 7 8 9 l6 � � „ � � ' I� ��/ ,/ , ;�� I�, , - � �- �k I 14 13 12 �� " 4x6— 4x8— 4x4= ax8— 4x6= 2x4 II - — is-s-o i e-s-o -- --- -- Plate Offsets X.Y: 4:0-�-8 Edge] f5 0-1-8 0-0-0] [9 0-1-8 Edael f10:Edae 0-1-8] �12 0-1-8 EdgeJ��_0-1�8 Edgel LOADING(ps� ' SPACING 2-0-0 CSI , DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 i TC 0.38 Vert(LL) -0.25 11-12 >863 480 MT20 185!148 TCDL 10.0 I Lumber Increase 1.00 BC 0.84 Vert(TL) -0.42 11-12 >517 360 BCLL 0.0 � Rep Stress Incr YES � WB 0.84 I Horz(TL) 0.09 10 Na Na ' BCDL 5A , Code IRC2009/TPI2007 �i (Matrix) Weight:76 Ib FT=0%F,C%E - - - —i LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=993/D-5-8 (min.0-1-8),10=993/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2739/0,3-4=-2739/0,4-5=-3274/0,5-6=-3274/0,6-7=-2742/0,7-8=-2742/0 BOT CHORD 14-15=0/1661,13-14=0(3274,12-13=0/3274,11-12=0/3252,10-11=0/1663 WEBS 8-10=-1872/0,2-15=-1870/0,8-11=0/1224,2-14=0/1223,3-14=-263/0,6-11=-579/0,4-14=-711/0,6-12=-268/330 NOTES (5) 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 3)"Semi-rigid pitchbreaks with flxed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S) Standard .,,�E,R S. I't�, r-�`'` fi� �• �,; ��,�� .-1- /, ., 1,�,. /� � �� v �� ti. `... r',.�� ,(t� 91��.�-, ti; �'��A 1:�'"�`?ti March 9,2012 GV�.'PI;NG-YE�r,fi��:�n parerr�reters tanc!.#iFsAf)1�C)TE.0 C➢1?17�II��D fNt'b[IZ)£E7�49T7�'.KI2E,FEIZ�fi�t;��6GE k�I-7473��"CSKE£35E. `�• Design valid for use only with Miiek connectors.This design is based only upon oarameters shown,and is for an indiwdual building component. � Applicability oF design parometea and proper incorporotion of component is responsibility of building designer-not truss designer.Bracing shown �� is for lateral suppori of individual web members only. Addifional tempwary bracing to insure stability dunng construcilon is the responsibillity of the I I erecior. Additional permanent bracing of ihe overall structure is}he responsibility of}he building designec For general auidance regarding �I �}�� taoncaYion,qualify control,storage,delive� erection pnd oro^_ing consuN ANSI/TPIi Qualify CrNeria,DSB-84 ond BC51 Building Component � Safety fnformation ovoiloble from Truss Plat Institute,7SI N Lee Str_e',Suite 312,Alexandna VA 22374 ' 7777 Greenback�ane.Suite 109 � �_ t z�u>h�'•'r�r�€ne fi�'a°S��i�an�°;-er.��ev.rA��,th��4es.�r�r;uaE;te€�rN�tG�s.e��feanE��t ro t�k�z�z2�p�i,L��c p.�Es>�;e�!:a}SF�:�, i cirr�s Hetgn�s.cn,sss�o __ -- ---__-- -— - _ --- —____-----__ _ _— - —-— -- — ___---- — .iob � Tr�ss 7russ Type �Qty� Ply i(GRW)Tacoma Peoples Builder 3027R5 Floo � ' R34244554'�, 1110245F F14 IrLOOR 12 I 1 I i i � Job Reference lo�tionall The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 06:08:41 2012 Page 1 ID:RxR1DUqNMk500GiPYMkK?HyRibT-hux9ZFU3V3WQcdv09NTeaasrfAuhoDQB3sQtivzchDq 0-1-8 2-6-0 � 2-1-12 0�2-0 F 1-1-12 0-1,8 'ScAle=1:33.5 2t4�I 2X4�I 1.5x3= dx]= 2x3 I' 3x4= De4 I'� �3 I I 4x]= 1.5x3= 7 2 3 4 5 64x4= � B 9 4%&— 10 ' 8 / I� 19 ' � �,�� ,�� , ; '� � �� / . - ,�''� � 16 1t 14 13 11 4x6= 4x8= 4x5== 4x8= 4z6= 4x6= 2*4 I CANT.END NOT DESIGNED TO CARRY LOADS FROM BEARING WALLS. -- -- --�8-2-4 - - -- - i s,-s,o i s-e-e_—i �$-Z=4 __ �12 1-3-8 Plate Offsets(X Y): �5:0-1_8 Edge1,�6 0-1-8 Edqe�,_L0:0-1-8.Edg,J,_j11 Edge 0-1-5] f14:0-1-8 0-0-0 15:0-1-8.Edge] , — -- — -- — LOADING(psfl SPACING 2-0-0 i CSI DEFL in Qoc) I/defl L/d I PLATES GRIP TCLL 40.0 ' Plates Increase 1.00 TC 0.38 Vert(LL) -025 15-16 >881 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 II gC 0.82 �I Vert(TL) -0.40 15-16 >535 360 BCLL OA Rep Stress Incr YES WB 0.84 Horz(TL) 0.08 12 Na n/a I BCDL 5.0 i Code IRC2009lTPI2007 ' (Matrix) , ' Weight:84 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:l1-12. REACTIONS (Ib/size) 17=982/0-5-8 (min.0-1-8),12=1146/D-5-8 (min.0-1-8) Max Grav17=986(LC 2),12=1�46(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2714/0,3-4=-2714/0,4-5=-3228/0,5-6=-3228/0,6-7=-2700/0,7-8=-2700/0 BOT CHORD 16-17=0/1649,15-16=0/3210, 14-15=0/3228,'13-14=0/3228,12-13=0/1631 WEBS 9-12=-254/0,2-17=-1856/0,8-12=-1809/0,2-16=0/1209,8-13=0l1222,7-13=-270/0,4-16=-563/0,6-13=-715/0, 4-15=-274/320 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �'`d'� � T�� . �'. �� r� .=1- a �-.' ,�.. }�: V � � �r' 3 9 � :� �"`,T ��f(itt�'�F-``l �'�4;5'j�?�.�L t:'`�"?�� March 9,2012 I� �l:t?:��2FttCRtG-ti er�r�3r dr�iy�r��+�j-crrneEers canc'd2�Z)h?f"tTE�CaN 3�iIS�X£}1}S?'C'LlTL)5Z��Y��"�RkL:�1�d�E Th§PJ-741:BEFCs^��.�. � Design valid for use only witn MiTek connectors.Thls design is basea only upon parameters snown,and is for an indlvidual building componenf. �I — � Applic�biLty of aesign parameters and proper incorporation of componenl is responsibility of building designer-not iruss designer.Brocing shown is for later�l suppori of individual web membea only. Additionol iemporary brocinq io insure staoili}y during consiruction is ine responsibillity of fhe �� erector. Additional permanent brocing o!ihe overall structure is ihe responsioilify o°fne building designe�.�or general cuidance regarding , �'��'�x. fobncoiion,quality conirol,storoge,dellvery,erection ond bracing,consult ANSI/TPI1 Quality Griieria,DSB-89 and BCSI Buiiding ComponeM 7777 Greenback Lane,Suite 1G9 Safefy fnformallon avqilable from Truss Plare Institute,781 N Lee Srreet Suite 3 2 Alexandno VA 2 314 I Citrus Heights.CA.95610 � i,:;o;�.he i �irie.:�v o-SF�j��7�Ler;=�v�v3 r:,;_L f�e�*esr�¢:,.��.,��...�ce[h�Se eE.eci �G,i.:.:.(-�2;,;�L:�C v�p°��.�ce!Iz;<S��EE. �� ---_ --- _- -- - --- - _ -- - - - - - ------- - -_ _..._--- _- -- _ �Job • ITruss .Tru;s T}�oe '�;y �.•pry , (3R\N)Tacoma Peoples Builoer 30 7P.1 Roc � . ' '' ' I P.34244455 '11102S5F IF15 �I,FLOOR 119 I 1 �. �� . � � . �� _�Job Reference(�tionap The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:41 2012 Page 1 ID:RxRt DUqNMk500GiPYMkK?HyRibT-hux9ZFU3V3WQcdv09NTeaaskoAvToCpB3sQt1 vzchDq 0-1-e I��-2-6'0 --� F 7-2� D-1�j8 Sc21e=t�.33.5 �4 II 2x4�I 1.Sx3= 4xe= 2x3 I I dx4= 2n4 I I 3z4= 2�3 I'�. dxg= 1.Sx3= 1 2 3 6 5 6 ] 8 9 !6 �� \� 17 �I� WI I I � / � \ � i� I!� I � / � �� / \ � � ...�..�� % ' � td � 13 �.�� _— — i>�s-� I _" . ___ z �1 � 4x]= 4x9= 2x4 I�� 4x4= 4x9= 4x7= __ 15 8 B ___ 19-8-8 Plate O_ffsetsSX Y): [4:0-5-8 EdqeJ [5:0-1-8 0-0_0�,_[9:0-1-8 EdgeJ [10:Edge.O-1_8]�j12;0-1-8 Edqel_j13;0-1-8.Edae1.f15;Edge.0-1-8] LOADING(ps� I SPACING 2-0-0 CSI DEFL in Qoc) Udefl L/d PLATES GRIP ?CLL 40.0 ', Plates Increase 1.00 TC 0.82 Vert(LL) -0,35 11-12 >660 480 ' MT20 185/148 TCDL 10.0 I Lumber Increase 1.00 BC 0.71 Vert(TL) -0.59 11-12 >395 360 BCLL 0.0 Rep Stress Incr YES I WB 0.95 , Horz(TL) 0.08 10 n!a n!a ' BCDL SA Code IRC2009/TPI2007 (Matrix) I ', Weight:80 Ib FT=0°/F,0°/E -- – LUMBcR BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-2 oc purlins, except BOT CHORD 4 X 2 HF SS end verticais. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 15=1064l0-5-8 (min.0-1-8),10=1064/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2993/0,3-4=-2993/0,4-5=-3731/0,5-6=-3731/0,6-7=-3011/0,7-8=-3011/0 BOT CHORD 14-15=0/1795,13-14=0/3731, 12-13=0/3731,11-12=0/3656,10-11=0/1803 WEBS 8-10=-2030/0,2-15=-2021/0,8-11=0/'1371,2-14=0/1360,3-14=-277/12,6-11=-732/0,4-14=-997/0,6-12=-249/469 NOTES (5) 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��,��,R 'G y S'` _ ��r .�i �,��;r^ � � � v �, � � ��' r�\�1��Y.l`"�.�h � � ��'S ICl:�:�1.1';"��l March 9,2012 �tii'�'�M:-Yeri}'sp edr�aqn p�-¢ime£�rs cznd I�:�IJ ABCFT'a�fi C}i!tii a'$'TS.t?N�J dXC:i,UL?��tY7Y�K.d�k�'�G'.er P9G�E�Ti'F-7".tT:t 12��Csic'�"F7��`. �� Desigr�valid for use only with M7ek connectors.This aesign is based only upon parameters shown,and is for an individual building componen}. I �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not}russ desianer.Bracing shown is inr loteral suppori of individual web members only. Addifional temoorary bracing io insure stabilify during construction Is the responsibillity of ine � �*��_ erecfor. Additional permaneni bracing of the overall structure is ihe responsibiliYy o!ihe building designer.For general guidance rzgarding EYg tabncation,quoiify conirol,storoge,deiivery,erection ond brocing,consuB ANSI/fPli Quolity CrMeria,�SB-84 and BC51 Building Component 7777 Greenback Lane,Suite 109 Satefy Informafion avoitable from Truss?lote Insfitute 78 N Lee Srreet Suite 312 AI xandna VA 22314 i i 9?'�c�u�il�=ri�-ine t�t� �i€rrr€;.�rr a� ,tv;�sti��,�e e�e�rs�rt:a�,.��t�r�t��se��;�i �tb�?11��t�,3�,��iL�c�Ca�:zt�a°�'Hs SF�K�, �� ci�rus Heigr,�s,ca,sssio ----------- - - - - -- - ---- -- - ------- --- _. _ _ -_ .Job � �Truss Truss Type ��ty iPly �.(GRVV�,acoma Peoples Builder 3027�1-1oc . � � '.. � �i R34244456��. �.1110245F IF16 iFLOOR li1 I 1I� �,, _ _� 1Job Referen^�ootional) The Truss Co.i Tri-County Truss,Sumner WA/Eugene OR/Buriington WA 7250 s Aug 25 2011 MiTek Industnes,Inc. Fri Mar 09 08:08�52 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-94WnbVhGNeHEnUaj4?t7oP4VaQXXsrLI WARZLzchDp o-� o-�-e 1 3z3= 2 1x3 II Scale=?-.12.9 5 I� I 6 ix3= �II�,I j tx3= � m � I�, II I� t , I I �xx }y>� >.v� )� . T ,x>.,��,�;II 4 s 3xu�.I 3x6= 1-9-0 7-9-0 LOADING(psf; SPACING 2-0-0 II CSI ' DEFL in (loc) I/defl L/d ! PLATES GRIP TCLL 4G.0 Plates Increase 1.00 I TC 0.12 ' Vert(LL) n/a - n/a 999 I MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.02 i Vert(TL) n/a - n!a 999 i BCLL 0.0 Rep Stress Incr YES WB O.00 ' Horz(TL) 0.00 3 n!a n/a BCDL 5A Code IRC2009/TPI2007 (Matrix) I ' Weight:11 Ib FT=0%F,0%E LUMBcR BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 4=76/1-9-0 (min.0-1-8),3=76/1-9-0 (min.0-1-8) FORCES (Ib)-Max.CompJMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (5) 1)Gable requires continuous bottom chord bearing, 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(fPl 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0.0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��'.�'C:R, �C . ,�,� .�tr�'�' � <� rt V � � 6 �F''.�cf, �f C;tS`t't>��~ ,�:^`: �5;�•f�)�,'�l:4-�'"�� March 9,2012 �I 64'�kNl1VCi-Ver�afr�{ter zqn gaar°czms��rs cmd.f:?�.€?fJC+3�C CiN 7H1SAN��INi I,US)F'L)�1IP�1�'R�"�'F^:t2.F.�YGE I'ACrEir7'a1-7473 F31�,f°�)�°�PS�. ii �� Design valid for use only with MiTek conneciors-This design is based only upon parameters shown,and is for on individual building component. ! I I Appllcabillty of desi�n parameters and proper incorporahon o`:component is responsibili}y of builtiing designer-noi truss designer.Bracing shown �i is for loiera!support of individual web membes only. Additional temporary bracing tc insure stabilify dunng construction is ihe responsibillity of}he li �ig�t.� I erecto:. Additional permaneni brecing o`ihe ov=rali structure is the responsibility of ihe building desianer.For oeneral guidance regarding �I P /4 � fobncation,quality con}rol,sloraQ°,delivery,erection and oracing,consul� ANSIRP�1 Quality Cr'rferia,�SB-8Y and BC51 Building Component � 7777 Greenpack Lane,Suite 10S � Safety Inbrmntion avoilable from Truss Piaie Inslitufe 781 N.Lee Stre Sude 312 Alexanana VA 22314 I� Citrus Neights,CH,95610 � ` I' s��:he°'n uine � a SF.�;, 3nt °r°��,,.�?wvi,+-i�«es�gr��.a.��r>>Fr �e e,�:��.z l�t ::'i` ?v�F+�L�4,, ur��t>,s,.�I�.S�@F�. - __- - -- — -- -- - --- _ ___ _ �Job � �i russ Truss Type ary ��..Ply (GRW)Taccma Peoples Builder 3u-�P,i Roo �� ''� � ''I R3424455? �1110245F F17 �FLOOR i1 1 � __ '' Job Reference�optionall The Truss Co./Tri-Counry Truss,Sumner WA/Eugene OR/Burlington WA 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:43 20 i 2 Paoe 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-dG3w_xVJ1 hm8sx3nGoW6f?xDMzkyGll UXAv_5ozchDo �r"—'—"'—_' 1-6-G 1 3x3 II 6 2 3x3= 3 3x3�I Scele=1:�27 WI / '4 j � I � 1 III .. / . '__ ��I I ��_—__--_ __'.__��il . �/ / 5 / I �'" 3zE= 3x6= 3-6-0 3-6-0 LdADING(ps� I SPACING 2-0-0 CSI ', DEFL in (loc) Vdefl L/d �I PLATES GRIP TCLL 40.0 I Plates Increase 1.00 ' TC 0.24 � Vert(LL) 0.00 5 `*" 480 I MT20 185/148 TCDL 10.0 � Lumber Increase 1.00 I BC 0.13 �� Vert(TL) -Q.03 4-5 >999 360 BCLL �.0 I Rep Stress Incr NO WB 0.07 I Horz(TL) 0.00 4 n/a n/a BCDL 5.0 I Code IRC2009lT�PI2007 (Matrix) ', Weight:19 Ib FT=0%F,0%E —�——------- ----------- ---------- --- - LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly appiied or 3-6-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=260/0-3-8 (min.0-1-8),4=260/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity modei was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Flooc Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� Vert:4-5=-10,1-3=-150(F=-50) ��*vA�- T ;�� 'r 11.�'�� f c. � �� a€ � � � t ��' f`{�Tt:��, �-.. f,�, ��• .S Ir,�:�;�L 1-'�, March 9,2012 � �� c��:x��,��,-��,��rc,r�.�ca�r�rrs�rx��a��,��;�r��c��-r��c��s�. -- I Desiqn valid for use only wi}h MGek connectors.Tnis design is based only upon parometers shown,and is for an indlvidual builpmg componenL �I, Appllcability of design parameters and proper incorporation of component is responsibility of building designer-not iruss designer.Broang snown ' I is for lateial suoporf o(individual web members only. Additionaf temporary bracing to insure siability dunng consirudlon is ine responsibilli}y o`ihe �� eredor. Additional permanent bracing of the ov=rall siructure i�ihe responsioility o`the building designer.For general guidance regarding �I �� taorication,quality control,sloragE,d=livery erection ano brac nq,consult ANSI/TPI1 Qudlity CrNeria,DSB-89 and BCSI Building Component i, I � 7777 Greenback Lane Suite 1�9 i Safety Information av�ilable frorr Truss P ate institute 781 N Le= iree+„Suiie 312 ALxandna VH 22314 � Citms F,eights,CA.956'10 � I`w�,�>tir=rj�irie`S�ts€SPa7 :arl�f�=�r�c iu,.sti,:d„.�e�e:,��r «aE,�N are tix�.�e et?ecE��e i�i'1:?t 92?�r AL� c p;rl�c>s�i ke,;�@�. � __- - ---- - --- --- — -- Job • 'i i russ '.Truss Type ��Qry Ply �(GRW)Tacoma Peoples Builder 3C27R1 Floo , � . ., R34244458'�,, 'i1110245F IIF18 IFLOOR 1 i 1 '' I _J lob Reference loptiona� � `The Truss Col Tri-County Truss,Sumner WA/Eugene OR/Burlington WA 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08�.44 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-6SdICGWxo_u?T4dzqV1 LCDUNYNwO?YLelqfXeEzchDn z-a-a soeie=��.n.a 3x6 II ]z1d MT18H= 25x6�� 7x14 MT18H= 3x6 II 1 2 3 4 5 Ii i I �i' I W�I�I I� I�� . �, / I Y � I � �I .' 1 I — — / - �1 !'`— -- -- ��,� o - � s e��a� � s eo,a� so�PUa� s aGa o h �peaai a a 1 11 9 12 8 13 � 14 . �� _ ��'�� I �/ 6 6x9 2 Sx6 25x � ��I 6x12 MT18li= Bxi2 MTiBH= Speual 2:8-0 5-1-0 _ . 7 7 8 , 10 0 8 ___—__—�0_3� 2-8-0 � 2-5-0 2-6-8 2-5-� 0-3-0 LOADING(ps� II SPACING 2-0-0 ! CSI �— DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 , TC 0.28 �', Vert(LL) -0.11 7-8 >999 480 I MT20 185/148 TCDL 1Q.0 �, Lumberincrease 1.00 � BC 078 Vert(TL) -0.17 7-8 >715 360 , MT18H 185/148 BCLL 0.0 I Rep Stress Incr NO I WB 0.90 ', Horz(TL) 0.03 6 n!a n/a ', BCDL 5.0 ' Code IRC2009/TPI2007 (Matrix) j ' Weight:68 Ib FT=0%F,0%E --- -----� — -------------- LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly appiied or 6-D-0 oc purlins, except BOT CHORD 4 X 2 HF SS end verticals. WEBS 4 X 2 HFSPF Stud/STD'Except' BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing. 2-10,2-8,4-8,4-6:4 X 2 HF No.2 REACTIONS (Iblsize) 10=2817/0-3-8 (min.0-2-0),6=3137/0-3-8 (min.0-2-3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-5448/Q 3-4=-5448/0 BOT CHORD 10-11=D/4284,9-11=0/4284,9-12=0/4284,8-12=0/4284,8-13=0/4270,7-13=0/4270,7-14=0l4270,6-14=0/4270 WEBS 2-10=-4774/0,2-8=0/1304,4-8=0/1319,4-6=-4759/0,2-9=0/1252,4-7=0/1239 NOTES (7) 1)All plates are MT20 plates unless othenvise indicated. 2)This truss is designed in accordance with the 20�9 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-D-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restreined by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)842 Ib down at 0-9-8,842 Ib down at 2-9-8,842 Ib down at 4-9-8,842 Ib down at 6-9-8,and 842 Ib down at 8-9-8,and 638 Ib down at 10-2-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� VeR:6-10=-10,1-5=-100 ConcentVert�6o638(F)>9=-842(B)11=-842(B)12=-842(B)13=-842(B)14=-842(B) ,,,1-�``�� l�Gj, �� t1�1 1- `t '�'r�^ �; ,;� ��•. :� ��. � i�� ,.�,,�' 49Ei �, � �„��, f(,p�;�•��Q� ,`i'� �S'$�?0?�:1 L 1:':�-' March 9,2Q12 W�3�"�NC'r-Ver-sf�x c2�;iqn�r<zt°rarr�ef:�as cmd Si'�fl tdC�7'F.S Ci?d'3"HIS.�1�7)pNGZC3Z)Fi,��K I%�."t�f;tTEt�C".E F'AC�E fe9i1-147�E3E�'C3"ak�"€PS�. I �� I Design valid"ror use only witn MTek connectors.Tnis design is based ony upon parameiers shown,and is for an individual building component. '��, � Applicability ot design pdrameters and proper incorporation of componeni is responsibility of building designer-not truss designer.Brocing shown �. is fo�I�teral suppoh of individual web membe2 only. Ndditional temporary bracing io insure siability during constructlon is the resoonsibillity o`the , ��i'� eredor.Addi}ional permanent bracing of tne overall struciure Is the responsibility of ihe building designec For aeneral guidance regarding �i I< fabn otlon,quohty conirol,sioroge,delivery,erecfion and brocing _onsuN ANSI/TPI7 Quality Crkena,DSB-69 and BCSI Building Componenf 7777 Greenback Lane,Suite 109 � — Safety Information available rrom Truss°late inshiure 781 N.Lee Siree',SuRe 312 Alexandna VA 22314 �� Citrus Heights.CA,95610 i I l;'an�:M��r��inz?S�a:S��) �rr�..er e:�.sv.�ti�a. -�e�:#esEt7n �F;�z€ar=Et�.ee e,ie.t,e tt;��{€±2t 12 a^r'AL4, c u,a�:�:e��ta=.SI�EE, - ---_ ----- -- -- ---- ------- - - ---- .Job • �.Truss � '.Truss Type Qry Ply �(3RW�Tacoma Peop�_s Builde�3G27R1 Flco � , I � ; R34244459' • I1110245F iF?9 IFLOOR �j1 1 j ' __ !Job Reference(optionall The Truss Co./Tri-County 7russ,Sumner WH/Eugene OR/Buriington WA 7250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 OB:08:44 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-6SdICGWxo_u?T4dzqV1 LCDUMZN2b?gdelqfXeEzchDn o-�-a H ! 2"6-0 1-10-8 --� �� L S le-1'.16.8 tx3= <x<- tx3�I � ix3 II 2 3 �3 I I 4 3z4- 5 _ ix3— � / 11 10 � — / I // 0 I � �I / / I � // I � /� J I / ' I f/ i/.. ' � . —�= --�-�— — I A -- ' ��r �� ; � > xx X ' Y i y >; : ' �� y y. x; �'x">: � > y � �' > > y x,��{ y � y � > > > >>' � >' �� axs= s�� a a >' > �,y, > > >� � g > >�r Y. >�y � s � �.y > > .ix '>: ,�'��. j�; x > — —. 3x6= 2� �,� 3x6= 10-1-8 . —'—' 10 1 8 _ Plate Offsets X Y�_�2:0_1-8 Edqe) [3:0-1-8 0-0-01 (8:0-1-8 Ed e _____ LOADING(ps� SPACING 2-0-0 ', CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates increase 1.00 i TC 0.34 Vert(LL) -0.10 6-7 >847 480 MT20 185/i48 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -021 6-7 >403 360 BCLL OA Rep Stress Incr NO �, WB 0.43 Horz(TL) 0.01 6 n/a Na BCDL 5.0 Code IRC2009/TPI2007 I (Matrix) Weight:43 Ib FT=D%F,0%E LUMBER BRACING TOP CHORD 4 X 2 HF SS TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 DF 2400F 2.OE end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=648/Mechanical,6=578/Mechanical,8=-152/Mechanical Max Uplift8=-327(LC 3) Max Grav9=648(LC 1),6=597(LC 3),8=109(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1173/0,3-4=-1173/0 BOT CHORD 8-9=0/1173,7-8=0/1173,6-7=0/904 WEBS 4-6=-1015/0,2-9=-1318/0,4-7=0/306,2-8=-82/406 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)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. 4)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��Y,R S. � �G` , �` �-�� /,� �,� � .,, r, 1,�, � Z v }�: `- � � 7 �- ��, '�C;t�1"1,p-`�,\. �`.�. -..S,��I��:1 I.�°"�> March 9,2012 � 66T/T?,&t�"R!£1dC-V<rifi,FCx�ignpdar-cam�t�rstm�?1?Fs�t3I+�C!T"�•SCiN7f3ISd�P.:}IR�I.U'�3��lk5f7',�€�'6c'"�m'r"'�C'�P.&�u�A77I74�4€2E�"C1RE�dS�. �I �� i Design valid for use only wiih Mii ek connectors.Thls design is based only upon parameters shown,and is for an individual builaing component. ! Appil�ability of design parometers and proper incorporaYion of comoonent is responsibihty of building designer no}iruss designer.Bracing shown I, �� is for lateral support of individual web m=_mbers only. Hdditional temporary bracing to insure stability durino consirudion Is ine responsibillity o*ihe !I p�^�^ i I eredor. Additional permaner�t bracing of}he overall structure is ihe responsibility of ine building designer.For general guidanc=reaarding � FVI�6�i�� obncafion,quolity cortrol,storage,delivery erection and broang consult ANSI/TPI1 Quality Crdena,D56-89 and BCSI Building Component �'� 7777 Greenback Lane,Suite 1Q9 I Safefy IntormaTion availabl°frorc Truss Plate Instiiute 781 N Lee Siree`Suite 3 2,Al=xanana VA 22314. , Crtrus H=_ights,CA.95510 ill�c,�:hes'r��ira�?S c, SF�, urrtK?er is�,?e:ari�d,�-ae�esaur�i�€a��xr�,hs.e e�tecE.�t�tit 2v9?�r F;LSW c {�"cr�:�4e�r�p SF�E. _ - -_ -- -- - _ Joo - i russ ��.Truss Type �ty Ply �I(GRW�7ar.oma Peoples Builder 302'R1 Flo� ' ' � R34244460 ` �111D245F F20 �I FLOOR ��...�,1 ' 1 I ,' ' __.__ �Job Reference(optional) The Truss CoJ Tri-County Truss,Sumner WA/Eugene OR/Burlington WA � 7.250 s Aug 25 2011 MiTek Industries,Inc. Fri Mar 09 08:08:45 2012 Page 1 ID:RxR1 DUqNMk500GiPYMkK?HyRibT-afBgPcXZZI0s5EC90CYakQ1 bwnlFlcl_n_UOSAgzchDm 3z6 I�. �_qq_�4 fix6 II 3x6 II 1 10 2 3 Scale=1'.12.6 � i \\ I �� II \ I IIIW I , � II I , � I � ' _ ' � �I � --- ,�' I — � � a- x I Speaal Speoial Speaal � � � `/_ 6� � 5 8 - � 2.Sx6 �� i� 6xE= 6x6- . 2-3-10 y 4 4 4 ____ �4-7=4 i 2-3-10 � 2-C-10 0-�-0 _ --'— — _— I —_—_— --_—__— _ _—'_'— —__'__. LOADING(ps� ' SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 ' Plates Increase 1.00 TC 0.11 Vert(LL) -0.03 4-5 >999 480 MT20 185/148 TCDL 10A Lumber Increase 1.00 BC 0.69 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO � WB 0.81 Horz(TL) 0.01 4 n/a nla BCDL SA Code IRC2009/TPI2007 I (Matrix) ' Weight:32 Ib FT=0%F,0%E - `--- LUMBER BRACING TOP CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly appiied or 4-7-4 oc purlins, except BOT CHORD 4 X 2 HF No2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=1240/D-3-8 (min.0-1-8);4=1341/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. BOT CHORD 6-7=0/1221,5-7=0/1221,5-8=0/1221,8-9=0/1221,4-9=0/1221 WEBS 2-6=-1407/0,2-4=-1407l0,2-5=0/1170 NOTES (7) 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)758 Ib down at 0-9-0,and 758 Ib down at 2-9-0,and 587 Ib down at 4-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Piate Increase=1.00 Uniform Loads(pl� Vert:4-6=-10,1-3=-100 Concentrated Loads(Ib) vert:�=-�ss�F>s=ass�F�s=-ss��g� ��,�;R S. z�,� ``." ��` :< ;yft I,1- „�' �j. ,� a. «r'�;, '.� �� f � � M,��r � �, � �'.�� '{.;t-.,,�;i �`'`. ��Cr�:�ti'.�L��'`� March 9,2012 I E��iPdflNCi U�r-€fi�d�sz_qn purermeter�can�Pc6'�I17s�UT'EC CsN 7NIS AtdP.)INC'L Vd>�I3�577�:'FLE�'�:I2F•F�C'�P�G��fi1-74'l3 P3�C3ftE i�5�. �� IDesian valid for use only wifh M7ek connectors.This design is based or�ly upon parameters shown,and is for an individual ouilding component. �� I Applicability of design parameters and prop=r incorporation of componeni is responsioility of building designer-not truss designer.Braang shown �.. is for laterql support of individual web members only. Additional temporary bracing to insure stability during consirudion is th=responsibillity of ine I �y'i{�t'• eredor. Additionai permnnent bracing of tne overoll siructure is ihe responsibility of}he buildina designer.For�eneral guidance reaarding �� t'� fabncarion,quality conirol,storage,delivery erection ond broang,consuli A�SI/TPII Qualify Cr'rfena DSB-89 and BCSI Bullding Component - 7777 Greenback Lane,Swte 109 I Safety fnformation avadable from Truss Plate Institute.781 N Lee Stree',Sutle 312 Alexandna VA 22314 � Citrue Heights;^A.95610 L It:;r�.ashe�n�ir+e fSv� Si-�i�um�*er is k„�e4aT.`re�i,ihe cSe�E�r:��<;se��r�4t2�se r'`°edt��r E.�t,,:s.�2:�3;'sL:SL c•��rLi>=`�°��§5F(�. � bh , - � Truss Truss Type � � � �ry ��Piy I(GRWiTacoma Peoples Buiider 3027R1 Roo � �, R34244401 i '1110245F IF21 IFLOOR 11 1 _ Job Reference lootional) The Truss Co./Tri-County Truss,Sumner WA!Eugene OR/Burlington WA 7250 s Aug 25 2011 MiTek Industries,tnc. Fri Mar 09 08:D8:46 2012 Page� I D:RxR 1 DUqN Mk500G i PYMkK?HyRibT-2rk2cyYCKb9jj On Lyw3pHeZj RBmST aawD88ei6zch DI vi o-i 2 i-i i-a soeia=,-i a.z 3x6– 1 3x3�I 2 3x5- 9 iG 3 1x3 II 4 '� �, � 'i ',. . I � . �, , � ,. . '�. I ql , I�� '�,� �� Illi �II �II'4 �I I I � I � � � � V � i I �� ` � � I , �� 1x3 I�I 3x6- 8��', � 5 �I 5 j � I II� E�I 3x6= 3x3 I I 2-2-8 4'2 G_—�'— 6-6-0 ' 2 2 g 1_11-5 2-4-0 � LOADING(ps� ' SPACING 2-0-0 �I CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 4C.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.01 6 >999 480 , MT20 185/148 TCDL 10.0 Lumber Increase 1.OQ BC 0.14 I Vert(TL) -0.01 6-7 >999 360 , BCLL 0.0 Rep Stress Incr NO WB 0.40 ' Horz(TL) 0.00 5 Na n!a BCDL 5.0 Code IRC2009/TP12007 (Matrix) ' Weight:32 Ib FT=0%F,0°roE LUMBER BRACING -0P CHORD 4 X 2 HF No.2 TOP CHORD Structural wood sheathing directly appiied or 6-0-0 oc purlins, except BOT CHORD 4 X 2 HF No.2 end verticals. WEBS 4 X 2 HFSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=438/0-5-8 (min.0-1-8),8=438/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 4-5=-428/0,2-9=-490/0,9-10=-490/0,3-10=-490/Q 3-4=-490/0 BOT CHORD 7-8=0/482,6-7=0/482 WEBS 2-8=-577/0,3-6=-309/0,4-6=0(582 NOTES (g) 1)Unbalanced floor live loads have been considered for this design. 2)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. 3)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� Vert:5-8=-10,1-4=-130(F=-30) \��-�• �. :4`�i�. ��l`: � ��._� � /� , �;� ., �. �. .� l�� v ' � �f''.��,�'{;r«t��`'�� `�; ..4,�•r�h.�L�°`C> March 9,2012 [�d�:MNG-b cr-�fae rl�.ie�n pzrcaneters ctn�'"' ' }?NC�T:.;.S C➢?d i e3IS�>3 dNd"�,t3=9£�1��FEI2P:Ia�C:.�P��E kTit-T4f3 d3F�°C3R_�d.FSE. 'i '�'•� � Design valid for use only with M1ek conneciors.Tnis desian ls basetl only upon parameters shown,and is for an individual building comoonent. �� Applicabili}y of design parameters and oroper in�orporation of compon=nf is responsibihty of building designer-not truss designer.Bracing snown ��, is for lateral support of individual web members only. Additional temporary bracing io insure stability during consiructlon Is ihe responsibilliN of ihe ' �`y��•� eredor. 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