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3357 Floor Trusses f • ��-g�'�� -�G-ZZ �� -��-� � I � 6� I I i � � . 1-� , .g� -.. � � I �� [ i a� �� , I � _ i � I�, 8.� I 8� I II _ — - I � ' ; oj '� 8� — -- ' — ' °I �; ,� — ; --- �, o �; I o' � I 3 8� , cv' � - i �, � �� 8.� �I�, � � � � �;3 g� � � 8� II I I � 8� � I I ;o � --- ' � �L� i L� `� � ;� � L6� � I trl� � 9� � --- -_- - I tr�� ', ', o � � o', o ;° �L�' g� I 00-LO-b :� 80-EO-8 � 80-60-Z 6 �' o I, � l - , �I �' 0t� � ' - S� �' � �� t�G� � o � Zb� ' �' � °� b6� ;�ii c�b� � � i S� " � �L� LL � v '�z EL� �� I i �� 80-OL-L 00-00-S 00-60-£L o', � --- ° ; �' , 3 ti� °'. „ I, ^ -- C° � I ; ' £� , Z� o �' ��I - - - , - - o � �i �i Z� d� 0 � 3 -- — i � � Z� � � � I 0 0 � � , �, �, , �� kt� o � ' � �-_ , � — r;�� o i I �%� Z� ! , I ' �i , I� , ,.. . : , I o - 0 �� 0-00-� '' � 80-LO-8� 80-�0-36 ' o � �., . - -. .. ,._.. .. � � , ,� � � � :� 6 --• �-- ; �. �, , ; � � "i `� �i � : .a i , .• _ s_ i t=-. '�r'• �. :._____..._.._... t �� z ■ g. MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: W 1 207007 F Fax 916/676-1909 Parr Lumber/Tacoma Peoples Builder/33�7 The truss drawing(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: R34904662 thru R34904679 My license renewal date for the state of Washin�ton is August 1, 2014. Lumber design values are in accordance��ith ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ,,�,`��'� ��'�C:,�' � r��t�� a�F�f, }' J:,^�� -{.'{ �r'�,f, f �. � � � �� '�;� , ' �;.. ;�r��,. �,.� ,.�:�',.�,�"�;�:- ��;s� �:��; ��-, ti�� uly 2�,20�2 Tingey, Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building desi�ner,per ANSI/TPl 1. _------ - - - -- --- ' .;o� ' Truss iruss Type �ry iPry , Parr Lumber/Tacoma Peoples Builder/335� ' R34904062 W12070G7F I F1 i Floor Truss 1 1 ' ' Job Reference(optional) The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/3urfington WH 7.350 s Jul 18 2012 MiTek Industries,Ina Fn Jul 27 14:35:15 2012 Page 1 ID:r9hNbJQ8YdPmzEu?ums_ZrytqPi-CFUc79H8SWEkpVIy4ThSMjys2S8bEJ5GwSOMaxytp7g o-�-a 36-i-8 ,.t-1-80-1�8 .� �. Scal r=1:62.8 Soecial 3x3 II Special 7x3 I� 3x6 FF= 2x3 I'. 3x3- 1 2 3 4 5 6 7 B 9 10 11 �2 73 tf 15 i6 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 �3 ! i I hl '� I�'I I � I i i �� I � �� I j � II i, �. '_ _' —,_u��G 62 61 60 59 � �58 � 57 56 �55 54 53 52 51 50 ^49 48 47 46 45 G4 �43 42 41 40 39 38 37 36 35 34 33 32 3x3 I'�. 3xE FP= 2x3 I'� 2x3 �'�. 3x6- 38-0-0 38-0-0 Plate Offsets(X.Y): [32:0-1-8 Edge] LOADING (ps� I SPACING 2-0-0 I, CSI I� DEFL in Qoc) I/defl L/d I PLATES GRIP TCLL 40.0 II Plates Increase 1.00 TC O.S3 � Vert(LL) n/a - n!a 999 MT20 185/148 TCDL 10.0 I Lumber Increase 1.00 BC 0.81 Vert(TL) Na - n/a 999 BCLL 0.0 � Rep Stress Incr NO � WB 0.21 � Horz(TL) 0.00 33 n/a n/a BCDL 5.0 � Code IRC2009/TPI2007 ' (Matrix) ' Weight: 139 Ib FT=0°/F,0°/E I LUMBER BRACING TOP CHORD 2x4 HF No.2(flat)"Except' TOP CHORD Structurai wood sheathing directly applied or 6-0-0 oc puriins, 15-31:2x4 HF 1650F 1.SE(flat) except end verticals. BOT CHORD 2x4 HF No.2(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud(flat) OTHERS 2x4 HF Stud(flat) REACTIONS All bearings 36-6-0. (Ib)- Max Uplift All uplift 100 Ib or less at joint(s)except 34=-803(LC 3) Max Grav All reactions 250 Ib or less at joint(s)62,61,60,59,58,57.56,55,54,53,52,51,50,49,47, 46,45,44,43,42,41,40,39,38,37,36,35 except 33=1342(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 29-34=0/474,30-33=-907/0 NOTES (13) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.Sx4 MT20 unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 803 Ib uplift at joint 34. 7)Non Standard bearing condition. Review required. 8)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. 9)"Semi-rigid pitchbreaks with fixed heels"Member end flxity model was used in the analysis and design of this truss. 10)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. 11)Special hanger(s)or other connection device(s)shall be provided staRing at 36-6-D from the left end to 37-9-12 su�cient to connect truss(es)???(1 ply 2x4 DF) to front face of top chord. The design/selection of such special connection device(s)is the ,,,h�:R s• responsibility of others. *,,�` Gj.. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � �� . 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �`" �j^. t;.:' ,� � �• �Z LOAD CASE(S) Standard �''� 1)Floor:Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(pl� Vert:32-62=-10,1-30=-100,30-31=-400(F=-300) r � w. N �{}4 6 ;; �''�'�.,�f C%tSTI:�"' ,;;`` .'�'$��Oh,'A L�"`i�>` July 27,2012 �6�?�P:AffX�°r-V�*r�i�dr_siqn paarmati^t�rs m�d3s�6I)NC�Y��tDFiT TFIIS�NS}INt'LUZ3EU�t 'i�lik�'�R�NC.�P&�EMPI-7�12 P3FFU}2�€FS�'. ' �� Design valid for use only wifh MRek connedors.This design is basea only upon parameters shown,and is for an individual building component. II Appiicability of aesign parameters and oroper incorporation of componeni is resoonsibility of building designer-not iruss designer.Bracing shown I is for loteral suopori of individual web members only. Additional temporary bracing to insure stability dunng consiruction is ihe responsibillity or the I �`��`_�� erector. Additional permaneni bracing ot ihe overali strucfure is ihe responsibility of}he building designer.For general guidance regardinc f( I fabncation,quolity con}rol,storoqe,delivery erecfion ond oracing,consult ANSI/TPI7 QualNy CriFena DSB-89 and BCSI Building Companent '�i 7777 Greenback Lane,Suite 109 I Safety Information available from Truss Plate Institute;781 N Lee Sfreet,Suite 312 Alexandna VA 22314 Citrus Hei hts.CA,95670 ir"sc��th�,r�%itie f:�o�SF�i:�arri�aer ss�Cae�.t�e�,t:7 €fes€?af=.�,�saa,.<�r�€k�se e.3ect€.�e t'�.t'�:�i=3,�,nL::�4� nx�pn:�e�Iss SP[B, 9 _ ___--_ ------------- ___, i ' .iob ' Truss Trus�rype Qty o y Parr Lumber/Tacoma Peooles Builderl3357 R34904663 ' 'W1207007F i F2 I Floor Truss 5 1 ' ' ' _____ ��Job Reference(optional) The Truss CoJ Tri-County Truss, Sumner WA i Eugene OR 1 Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Fri Jul 27 14:3523 2012 Page 1 I D:r9h N bJQ8YdP mzEu?u ms_Zzytq PI-zozepu 09ZzEb mjvUY8q KgP H ISgtk6qcSmiynsUytp7Y 0-1-8 �-6-0 2-2-72 0.2,-0 0-2.0 -1-0 t��0-},8 h` -�.a � . . Scale=1�.62.7 6x8= 1.Sx3 I I 3x6 FP= 1.5xS I' Special 2x3 il 3x6- 1.Sx3 '�I 3x4= 3x4= :ix4 li 6x8= 3x6 II 3x5= 3xC= 3x4= 1.5x3 I! 3xE= 3x3 II 3x3- 1 2 3 4 5 6 7 B B 70 11 12 13 14 15 16 17 18 19 �3 �� \�/i�/ \ �I '\ �� \ -,/ / � I� . %/ �\\\�� \ �, / II' !'P � m ��--_ 32 31 30 29 28 P 26 25 24 2° 22 21 20 3x6= 3x?= 3x4= 4xS= 3xiG= 3x6 FP= 4x�= 3x4= 3xi= 3xfi= 2x3 I'�. 1.Sx3 I', 1.5x3 '..I 3&0-0 16-3-e _ 'i6i-4 9�.fi-LJ 18-3-4 t8-0-C C-2-12 ' - _.- 1_64__ Plate Offsets(X.Y) �6:0-1-S.Edge] [13 0-1-8 Edge] [20:0-1-8.Edge] (23:0-�-8.Edge] [30:0-1-8 Edge] LOADING (ps� SPACING 2-p-0 ' CSI il DEFL in Qoc) Udefl Ud ' PLATES GRIP TCLL 40.0 Plates lncrease 1.00 i TC 0.61 Vert(LL) -0.19 30-31 >999 480 NiT20 185(i48 TCDL 10A Lumber Increase 1.00 � BC 073 Vert(TL) -0.30 30-31 >730 360 � BCLL 0.0 Rep Stress Incr NO ( WB 0.68 I Horz(TL) 0.05 21 n!a n!a i BCDL SA Code IRC20Q9/TPI2007 I (Matrix) I li Weight 181 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing:31-32.30-31,20-21. REACTIONS (Ib/size) 32=752/0-5-8 (min.0-1-8),27=2426/0-3-8 (min.0-1-12),21=1361/0-5-8 (min.0-1-8) Max Grav 32=842(LC 4),27=2471(LC 2),21=1454(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2173/0,3-4=-2173/0,4-5=-2160/246,5-6=-2160/246,6-7=-1315l708, 7-8=-1318/709,8-9=0/3288,9-10=0/3288,10-11=0/3288,11-12=-1206/830, 12-13=-1203/830,13-14=-2014/466,1415=-2014/466,15-16=-2002/217, 16-17=-2002/217,17-18=0/524,18-19=0/522 BOT CHORD 31-32=0/1376,30-31=0/2402,29-30=-246/2160,28-29=-246/2160,27-28='1466/0, 26-27=-1511/0,25-26=-1511/0,24-25=-466/2014,23-24=-466/2014,22-23=-302/2229, 21-22=-325/1207 WEBS 9-27=-313/0,2-32=-1548/0,8-27=-2363/0,2-31=0/905,8-28=0/1775,7-28=-266/0, 4-31=-260/190,6-28=-1193/0,4-30=-684/0,17-21=-1557/0,11-27=-2322l0, 17-22=0/984,11-25=0/1740,16-22=-254/0,12-25=-271/0,15-22=-336/137, 13-25=-1149/0,15-23=-638/18,19-21=-695/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 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 fixiiy 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)CAUTION,Do not erect truss backwards. �; 7' 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 Ib down at 37-9-12 on �,,,�� rs(. top chord. The design/selection of such connection device(s)is the responsibility of others. � Z�`` 1�,�� 8)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ., �j. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. r; �tr- �'� :�; :,� LOAD CASE{S) Standard 1)Floor.Lumber Increase=1.00,Plate Increase=1.00 ,J Uniform Loads(pl� ,,,; // Vert:20-32=-10, 1-19=-100 � �� -� / .=�"�� Concentreted Loads(Ib) ��.�' �f G'IC7"C�� '�� vert:�s=-aoo�F� �.�,��i�:1i..��"``��: July 27,2012 � ��ddrV(F-U�rz�r t�est�n pu.zm�l�rs zac�T '�'IJ t#CirE..S fJld T14IS�A71311a?�`LlJI7F�3 A43�K�'�2Z:�c.�F9tc�/f�fr-7d T�$3EF'C312E�sE. I -- Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual ouilding componeni. Appiicability of design porometers and proper incorporation of componeni is responsibility o(building designer-not iruss desgner.Brocing shown , is for lateral support of individual web members only. Additionol temporory bracing io insure siability during consirucfion is ihe responsibilli}y of the ; ��+��• � erector. Additional oermanent bracing of ihe overall structure is ine responsibility of ihe buitding desi�ner.For aeneral Quidance regarding � I fabncation,quolity controL storage,delivery eredion and brocing,consul} ANSI/TPI7 QvaGfy CrPreria,D5B•89 and BCSI Building Component , 7777 Greenback Lane,Suite 10S Safety Informafion ovoilable from Truss Plate Institute 781 N Lee Street,Suite 312 Aiexandna VA 22314 Citrus Hei Ms,CA,95610 I il:,n-��t�.r�r��e(SY t�•S��i�an,�er tc-�a_.,�}i..�i.� �„ssca€:c,�aP��s arz th�se e"ecfl�e�{E.�['12?�}�raLS�c �r'��r.:se�I�°a��EE. li 9 - ---___- ---- _----- --- — _----- ------ - - ----- ' Job ' ,Truss TrussType iQry iPiy Parr LumbPr/Tacoma Peoples Buiiderr�357 R34904604 ' 'W1207007F I F3 ,Floor Truss 1 I 1 , _____ Job Reference(optionap The Truss Co./Tri-,r,ounry Truss. Sumner WH/Eugene OR/Buriington WA 7.35D s Jul 18 2012 MiTek Industries,Inc. Fri JW 27 14.35:24 2012 Paae 1 I D:r9h NbJQ8YdP mzEu?ums_Zrytq PI-R_WOOEOn KH NS OtUg6sLZDcqTk4 BSrKu b?Mh KOwytp7X D-1-8 r_. 2'6'0 y 2-t 1 0,2-0 1-4< �0.1.8 � Scale ri�.32.5 1.5x3 I Special Speciai 2x3 'I 'sx8= 15x3 I� 3x3— 3x3= 1.Sx3 �� 4x8— 3x3 I� 3x3— 1 _ 3 c 5 6 7 & 9 21 iG 7 �— 18�...� .i/�—.\\�\\ �� \\ ' � / �X\ °�I 1 , i/ //�/�\\\ � i \\ I / / � `�I I I III �/ \ �\\ I / .\�,,,. I I \ / \ / II I W I� —�i � - — _ B — � 16 15 14 13 �� 3x'o= 3x�= 3x3= 4x8= 3x8 II 2x3 I' 1.SZ3 I 16-1-02 1&4.8 19-10-8 � 16-1-12 0--12 1-6-0 Plate Offsets(X Y); i11 0-1-8,Edge] LOADING �ps�j ', SPACING 2_p_p � CSI � DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 40-0 Plates Increase 1.00 TC 0.58 i Vert(LL) -024 15-16 >909 480 �I MT20 185/148 TCDL 10.0 ' Lumber Increase 1.00 I BC 0.89 I Vert(TL) -0.39 15-16 >560 360 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.08 12 n/a n!a BCDL 5.0 Code IRC2009/TPI2007 , (Matrix) I� Weight:91 Ib FT=0%F,0%E ----- --- LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib!size) 17=957/D-3-8 (min.0-1-8),12=1545/0-5-8 (min.0-1-8) Max Grav 17=976(LC 2), 12=1545(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2678/0,3-4=-2678/0.4-5=-3160l0,5-6=-3160/0,6-7=-2623/0.7-8=-2623/0,8-9=0/295,9-21=0/290, 10-21=0/290 BOT CHORD 16-17=0(1630,15-16=0/3156,14-15=0/3160,13-14=0/3160, 12-13=0/1543 WEBS 9-12=-414/0,2-17=-1835/Q 8-12=-1808/0,2-16=0/1189,8-13=0/1273,7-13=-271/0,4-16=-542/0,6-13=-757/0, 4-15=-316/3D3,10-12=-386/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)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. 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 3-1 Dd(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Special hanger(s)or other connection device(s)shall be provided starting at 18-6-0 from the left end to 19-8-4 sufficient to connect truss(es)???(1 ply 2x4 DF) to front face of top chord. The designlselection of such special connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE{S) Standard ��'�� '�� 1)Floor Lumber Increase=1.OQ Plate Increase=1.00 i'`��r ti '�'�f�/.�. �� Uniform Loads(pl� ti,`� G'• Vert:11-17=-10, 1-21=-100,10-21=-400(F=-300) ;�., ✓ �: -; �"� 1. �' t ,_. ��b, ;`" �', �'�GI�[t��-�, `. �..S;S"!�'j�.41.t"`C>ti. Jufy 27,2012 � 4I��Ifh�fN"s} 'Yer��design gsrrrcrm�fers ara�'.7iF's6d}NC)7�S C)NT13IS�h?��INt'L.[IZ3�lk��'�.�}L".�f'AtrEhTIS-7��:t 1'�Ef't3RE�5�. � I i Design valid for use oniy with MTek connectors.This design Is based only upon parameters shown,and is for an individual building componenf. ! Appllcability of design parame�ers and proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown . I� is for laieral supporf of individual web members only. Additional temporary bracing to insure stability during construction is ihe responsibilli}y o�the ', �x�� =recior.Addifional permanent bracing of ine overal!structure is ine responsioility of}ne building designer.For general guidance regarding I f�f� faoncarron,quality conirol,s}orage,delivery,erection and orocing,consuA ANSI/TPI7 Quality CrMeriq DSB-89 and BCSI Buflding Componenf I � Safety Information ovoilable from Truss Plote Ins}itute.781 N.Lee Street,Suite 312,Alexandno VA 22314 �I� 7777 Greenoack Lane,Suite 109 —� -- 1��IF�a�r�irre tSr a��ans�.�e�r i��,�f afi�€!,�ir� �€�r,��€a��r€[h=��e ef�e�c�+s�t�s��,2ti°12€�y�L�E.u ��..�i�:�e�!sa°5F'E�. � citrus r;etgh�s,cn,sss�o --- - __. _-_ ---------- ----- -- ----- --- - ' �ob ' Truss Truss Type �ry Ply Parr Lumber/Tacoma Peoples BuildeN335' R34904605 ', W120?OG7F F4 �Floor Truss 3 1 ' _ ____ Job Reference(optional) The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industnes,Ina Fri Jul 27 14:3525 2012 Page 1 ID:r9hNbJQ8YdPmzEu?ums_ZzytqPl-vA40EaPP5bVJ?13tfZtomqMY5UaDakWkDORtwMytp7W o-�a � z�-° z-z_i2 °fz`o az c z-z� o-F e soae=i�.sc z isxs II n.io= �sxs II 2x3 II 3x6= 1.5x3 II 3x4= 3x4= 1.5x3 II 3xBMT18HFP=- 3x3 I' CxiC = '..5x3 I�� 3x4= 3z4= iSx3 II 3x6= 2x3 I 1 � 3 4 5 fi 7 8 9 16 11 12 13 14 15 16 17 18 � �� q ,.�/ �\\�/ y. I /�\ I j." I ,, \ � �1 I�'. .i / � I / \�� I � \ / \ � 32� � � _ y _-_� 30 29 28 2] 26 25 24 23 22 21 20 19 3xE= 3x7= 3x4= 4xS= 3xiC = 3x6 FP"= 4x:= 3x4= 3x7= Jx6= 1.Sx3 II 1.5x3 '�'� 18-3� 36-6-0 183� � 18-2-12 -�-- Plate Offsets(X.Y): [6:0-1-8.Edge] [13:0-1-8.Edge] f18:0-1-8.Edqe] [21:0-1-8 Edqe].[28:0-�-8 Edgel LOADING (ps� �I SPACING 2-0-0 CSI ' DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 4G.0 ' Plates Increase 1.00 I TC �.99 II Vert(LL) -020 28-29 >999 480 , MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.30 28-29 >715 360 MT18H 185/148 BCLL 0.0 Rep Stress Incr YES li WB o.66 ' Horz(TL) 0.06 19 n/a n!a BCDL 5.0 Code IRC2009/TPI2007 ! (Matrix) ! Weight: 160 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly applied or 1-4-12 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing REACTIONS (Ib/size) 30=757/0-5-8 (min.0-1-8),19=754/0-5-8 (min.0-1-8),25=2463/0-3-8 (min.0-1-12) Max Grav 30=842(LC 2), 19=840(LC 3),25=2463(LC 1) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2176/0,3-4=-2176/0,4-5=-2165/206,5-6=-2165/206,6-7=-1321/653, 7-8=-1321/653,8-9=0/3013,9-10=0l3013,10-11=0/3013,11-12=-1319/659, 12-13=-1319/659,13-14=-2157/212,14-15=-2157/212,15-16=-2168/0, 16-17=-2168/0 BOT CHORD 29-30=0/1377,28-29=0/2406,27-28=-206/2165,26-27=-206/2165,25-26=-1303/0, 24-25=-1308/0,23-24=-1308/0,22-23=-212/2157,21-22=-212/2157,20-21=0/2394, 19-20=0/1373 WEBS 10-25=-278/D,2-30=-1549/0,8-25=-2288/0,2-29=0/907,8-26=0/17Q9,7-26=-265/0, 4-29=-261/179,6-26=-1164/0,4-28=-666/0,17-19=-1545/0,11-25=-2285/0, 17-20=0/902,11-23=0/1705,12-23=-265/0,15-20=-256/182,13-23=-1159/�, 15-21=-661/0 NOTES (8) 1)Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)Attach ribbon block to truss with 3-10d nails applied to flat face. 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)CAUTION,Do not erect truss backwards. ,,r -� 5 T(,�:� 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. �p,�` 'f� �1' �."'t{t� LOAD CASE(S) Standard ^�-�, � � . `�i � �, ,t ��}' � .�' �''.�'�, `�`��.1�Z 1"�-�'� 1=,� �`��j�t�i".',L.�:```�� July 27,2012 I t��1c9(ti�'r-VerY��rai_q��arm�et�vs cuze 72fz�t?NCtfiE.��N Tii7��.3 dN�,€Hl�i�;Ll MP7�Y$i�;ET�12�Ti!'..fi`Ix.&�147f1-7`t€73�"t372E��`r`:. � �� jDesign valid tor use onty with M7ek conneciors.This design is based only upon parameters snown,and is for an individual building comoonent. I �� Appllcability of aesign parometers and proper incorporation of component is responsibility of building designer-not fruss designer Bracing shown �. � is for laterai support of individual web membea onty. Ndditional temporary brocing to insure siabilify dunng construction is ihe responsibillity of ihe '�, p�q��a'.- �� erecior. Additional permanent bracinp of}he overoll strudure is the responsioiliiy of the buildino desionec For qeneral guidance regarding '�. pXa it faoncahon,quali}y coniroL storage,delivery,erecfion and bracing,consult ANSI/TPI7 Quality Crkeria,�SB•89 and BCSI Building Componenf �� 7777 Greenback Lane.Suite 109 � Saiety InFormation available from Truss Plate Insiitute,781 N L=_e Sireet,Suite 312 Akxandna VP 22314 -� Citrus Hei hts,CA,95610 � t"��he=r�d�e`��r°��t+�;�rr��r��ece:se�,u�e s�es€�r��ar�e�ar��EI�_e��°ie��vr i'�n:i�«�i:12;��L:S��, p°c,7��b°�r�i�� e - --------- ----- ----- ------ _--- — , �ob • Truss Truss Type Qry �ry Parr Lumber/Tacoma Feoples Builder/:357 ' R349G466o VJi 207007F I�F5 I Floor Truss 2 1 ,lob Reference optional) _ The 7russ Co./Tri-County Truss, Sumner WA i Eugene OR/Bunington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Fri Jul 27 14:35:26 2012 Page t ID:r9hNbJQBYdPmz=u?ums_ZzytqPl-NMemRwQ2sudAdBd3DH01 I1 vrQtuoJExuSgARSpytp7V D-1-8 �_g_p 1-t-0 0,7,8 �r.� ��.— . Scale=�27 8 2r3 I� 3x7= 1.5x3 II 3x3= 1.Sx3 II 3x7= 2x3 I'� 1 2 3 4 53x3= 6 _ e � �.— � � �\ 1 16 15I�` '. � � ��\ / �\ � �I %� ,, � A � � � I�� , _ �� I�.�.- -�-� ;�— �� 13 12 11 10 ��5�,�� xc— 3x8= 1.Sx3 II 1_5x3 li 3x8= 3x6= 17-1-0 r— _ — —. 17-1-0 Plate Offsets(X Y): [8:0-1-8.Edge] LOADING �ps� SPACING 2-0-0 i CSI DEFL in (loc) I/defl L!d PLATES GR�P TCLL 40.0 Plates Increase 1.00 TC 0.50 Vert(LL) -0.19 �1-12 >999 480 i MT20 185/148 TCDL 10A Lumber Increase 1.00 BC 0.77 Vert(TL) -0.29 11-12 >695 360 BCLL 0.0 Rep Stress Incr YES WB 0.45 , Horz(TL) 0.07 9 n/a n/a � BCDL 5.0 Code IRC2009/TPI2007 ', (Matrix) � Weight:75 Ib FT=0%F,0%E --- -- --- LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-D oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 14=920/0-3-8 (min.0-1-8),9=920/0-5-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2468l0,3-4=-2468/0,4-5=-2837/0,5-6=-2468/0,6-7=-2468/0 BOT CHORD 13-14=0/1521,12-13=0/2837,11-12=0/2837,10-11=0/2837,9-10=0/1521 WEBS 7-9=-1711/0,2-14=-1711/0,7-10=0/1075,2-13=0/1075,6-10=-292/0,3-13=-292/0,5-10=-618/0,4-13=-618/0 NOTES (6) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)This truss is designed in accordance with the 20�9 International Residential Code sections R502.11.1 and R802.102 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 ��,,t,t:R ��Gf �;'• �i�� 1- � " ,�!��. �;�. �-, ,��. �. � < . � � �.. F� �f{;ts�9Ei� �; f:�. ��'.,� ,Sf��_\':1L��`. July 27,2012 i [�ddildila�G-Yer%fs�rlesiqn p¢rc�vef�mrac f:�I3 NC1T'S CthF 3TCIS�NF.�IA�C'LtJ37£�1�dtF�''6i�A�L'�a'dGE�F'al I4T?.83izf°C3}'i�"t35E, i �� Design valid for use only with M7ek connectors.Thls design is based only upon parameters shown,and is tor an individual building component. �i, Applicability of design parameters and proper incorporotion of component is responsibility of building designer-not iruss designer.Bracing shown I is for laferal supporf of individual web members only, Additlonal temporary bracing to insure stability dunng consiructlon is the responsibillity of fhe 'i ��gi��s• erector. Adaitionai permaneni bracing of the overall siructure is ihe responsibility of the building designer.For aeneral guidance reaarding I I41 C4 I fabncotlon,quality conirol,storoge,dellvery,erection ond bracing,consult ANSI/TPII Quality GNeria,DSB-89 and BCSI Building ComponeM ' 7777 Greenback l.ane.Suite 109 � Safety Intormafion avodable from Truss Plofe�nsfitute,781 N Lee Streer,Suite 312 Alexandna VA 22314 ' Citrus Heighis,CA,95610 If��a��kte�r ati!e l5�tr`SF��1 E�fi2 u;r°�swe�:i:ie�.the Gesti]r=.�9t,��r?[t.s Se�E;eC[E4?(�6;�t:��'�?3,'i�L:4L�:'�•��z��ed kis SF��, ------ ------ - --- --- ----- --- -------- _ ___ _. '.,00 ' i russ ,Truss rype ioty Piy Parr LumbedTacoma Peoples Buiider/335? R3490466' , '1N1207007� I F6 I Ffoor 7russ 13 1 ' Job Reference(optionaq The Truss CoJ Tri-County Truss, Sumner WA%Eugene OR/Buriington WA 7.350 s Jul 18 2012 MiTek lodustnes,Inc. Fri Jul 27 14:3528 2012 Page 1 I D:r9hNbJQBYdPmzEu?ums_ZzytqPl-JlmXsbRlOWtusUnRLfQVNS_BchYhn6mBw_fYXhytp7T 0-3-12 �,. 2-6-0 . 1-10-0_ 0-3,8 -�D-12 0-1r8 ' � Scale=1�.66 5 3x4= 1.5x3 I 3x4= 1.5x3 li 3x6 FP= 6x6= 3x5 FP= 1.5x3 ��I �.Sx3 II 3x6 = 3x3 I� 3x4= 3x4-= 3x3 �'.I 4z8= 1.Sx3 "i� 3x6= 3x4 = 1.Sx3 II 3x6= 2x3 I� 1 2 3 4 5 5 - 8 _ 10" 72 13 14 15 16 17 1fi 19 2� 21 � -_ r j�i . //� / � �\ I _%� �II I �� \I %� \ � /��I II \ // \\ I 37 I'4 i�! � � - _- '� !� 36 35 34 3I3 32 � 3130�� 2S 2B � 27 26 25 2A 23 22 2x3 II qx9= 3x4 = 3x4= �x,-= 3x4= 3x6 FP= 3x°= 4x8= 1.Sx3 II 3x'o= 3x6= 1.Sx3 li 1.Sx?. II 3x6 FP- 0-3-02 15-1-8 ?5-3� 23-6-12 40E-0 0-3-12 16-9-12 0-1�-'12 83-8 i6-114 �. Plate Offsets(X Y): [1:0-1-S.Edge],[10:0-1-8.Edge] [17:0-1-S.Edge],[18:0-1-S.Edge] [21:0-1-8 Edge].[30:0-1-8.Edge].[33 0-1-8 EdgeL[34 0-1-8,Edge] LOADING (ps� SPACING 2_p_p CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 ; TC 0.65 Vert(LL) -0.22 34-35 >797 480 MT20 185/148 TCDL 10.0 Lumber increase 1.00 ' BC 0.87 I Vert(TL) -0.39 34-35 >460 360 BCLL 0.0 , Rep Stress Incr YES � WB 0.62 I Horz(TL) 0.03 22 n/a n/a BCDL 5.0 Code IRC2009/TPI2007 I (Matrix) 'i � Weight:175 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-3-8 except(jt=length)22=0-5-8. Qb)- Max Horz 1=-1463(LC 6),32=1463(LC 6) Max Grav All reactions 250 Ib or less atjoint(s)except 1=845(LC 4),32=1308(LC 2),22=794(LC 8), 28=1741(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-340/26,2-3=-336/26,3-4=-336/26,4-5=-336/26,5-6=-1251/Q,6-7=-1251l0, 7-8=-1251/0,8-9=0/876,9-10=0/876,10-11=-213/862, 11-12=-213/862, 12-13=-213/862,13-14=0/1620,14-15=0/1620,15-16=-1397/0,16-'17=-1397/0, 17-18=-2072/0,18-19=-2006/0,19-20=-2006/0 BOT CHORD 34-35=0/2190,33-34=0/2367,32-33=0/1600,31-32=-862/213,30-31=-862/213, 29-30=-1135/100,28-29=-1135/10Q,26-27=0/2072,25-26=0/2072,24-25=0/2072, 23-24=012072,22-23=0/1282 WEBS 9-32=-301/0, 14-28=-273/Q 1-35=0/1624,8-32=-1394/0,3-35=-278/0,8-33=0/894, 5-35=-837/Q 7-33=-332/0,5-34=0/251,13-28=-1108/0, 10-32=-812/134, 13-30=-89/546.20-22=-1442/0,15-28=-1930/0,20-23=0/822,15-27=0/1349, 19-23=-305/0,16-27=-279/0,18-23=-291l208,17-27=-835/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)Non Standard bearing condition Review required. 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. ,,��:R `� T/,�, 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-� oc and fastened to each truss with 3-10d(0.131"X 3")nails. q,.,��` f Strongbacks to be attached to walls at their outer ends or restrained by other means. y`� �' �?"� ' � 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. �, �,y. 8)CAUTION,Do not erect truss backwards. ' � , 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � �A � � N��.� �f,C t`�'CY��-� ° .t.�. , �it. ' ,SICI�v.'�1.�~ July 27,2012 �I ft�.9I:1YITdCr-L'cr•s fy aTr::z�x�gn�ar•asr��czmd 35'F�ffiI}NCyTFC CiN Tff17S dN�II+IL'L[.�I?�1t�f7�K k'BF�F2�JdG'��'AC:£AYfI-�47�^E3�f°C3RE I7S�. ••'� � I Design valid for use only wifh MiTek conneciors.This design is based only upon parameters snown,and rs for an individual building component. � I Applicability of design parameters and proper incorporation of componeni is responsibility of building designer-not iruss designer-Bracing shown � is for laterai support of individual web members only. Additional temporary bracing to insure sfabili}y during construction is the responsibillify o`ihe � �,/��^ q� � � erector. Additional permanent bracing of ine overall sirudure is fhe responsibility of ihe buildina designer.For general auidance regarding '�, pYtl�1�r'ft I fabncaiion,quality conirol,storoge,delivery,erecfion and brocing,consulf ANSI/TPI7 Quafity CrNeria,DSB•89 and BC51 8ullding Component ' 7777 Greenback Lane.Suite 1�9 � Safety Information availoble hom Truss Ptate Insiituie 781 N.Lee Street,Suite 312 Alexandna VA 22314 '' Citrus Hei hts.CA.95610 _ i`ae��thesr€^ine fSy�+�SG�Y a�n�.°r°�:�„e�fied.�se�:sEt�r;��e��s�er ih_�e e,eb�?u�€b+tt'i`2{'12��a�LS��•p;��,�ee1 r�#'S�EP:. � s ----- ------------- -- ---- --------- ------- _ __--- ------ -----_-- • Job Truss Truss Type !Qty iPry Parr Lumb°r,'Tacoma Peoples Cuiider/3357 ' ' R34904668 W i 207007F 'F7 Floor Truss ',1 ' 1 ' _____ I Job Reference(optional) The Truss CoJ Tri-Counry Truss, Sumner WA/Eugene OR/Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Ina Fri Jul 27 14:3530 2012 Page 1 I D:r9h NbJQ BYdPmzEu?u ms_Zzytq PI-G8u HH HTYw77b6oxq S6SzT.3i19VGRF OLU N 18ecaytp7R 0-3-i2 2-6-0 .. 1-10-0 0-:i,8 7-D-12 0-1�6 �~- �� r� Scale=1�.66.5 3xa= 1.5x3 I'. 3x4= 1.5x3 I� 3z6 FP= Sx6 I'�, 3x6 FP= i.5x3 II 1,5x3 li 3x6 = 3x3�� 3x4= 3x5= 3x3 II 4x8= 1.5z3 I'� 3x4= 3x4 = 1.5x3 II 3xE= 2x3 �'�I 1 2 3 4 5 6 7 B 9 1011 72 73 14 15 1E 17 18 19 20 21 ' +---� la °�.� // � � \ I I'��'� � �/ \\ I�� \\� � I I I�I�.� � 3 i � ..1 �� I . � 36 35 34 33 32 3130 29 28 2? 26 25 24 23 22 2x3 �I 4x8= 3x4= 3x5= 3x8= 3x4= 3x6 FP= 3x9= 4x8= 1.5x3 �� 3x6= 3x6= 15x3 II 1.Sx3 I'� 3x6 FP- 1 SS-0 0-8-12 ttt-A 1�� J2-F-1J I d0-6-0 G-3-12 14-9-t2 0-1-"I'2 8-1-12 _- '161�-4 - ---� 0-1_12 Plate Offsets(X Y): [1:0-3-O.Edge],[10:0-1-8,Edge] [17:0-1-8,Edge] [18:0-1-S.Edge].[21:0-1-8,Edge],�30:0-1-S.Edgej.[33:0-�_8,Edge] [34:0-1-8 Edge] LOADING (ps� ��i SPACWG 2_p_p CSI ! DEFL in Qoc) I/defl Ud I PLATES GRIP TCLL 40A ', Plates Increase 1.00 TC 0.84 � Vert(LL) -0.30 34-35 >600 480 MT20 185/148 TCDL 10.0 I Lumber Increase 1.00 BC 072 Vert(TL) -0.49 34-35 >368 360 BCLL 0.0 I Rep Stress Incr YES WB 0.56 Horz(TL) -0.04 28 n!a n!a BCDL 5.0 j Code IRC2009/TPI2007 (Matrix) Weight: 175 Ib FT=0°/F,0°/E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-4-5 oc purlins, BOT CHORD 2x4 HF 1650F 1.SE(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings 0-3-8 except Qt=length)22=0-5-8. Qb)- Max Grav All reactions 250 Ib or less atjoint(s)except 1=791(LC 4),32=1281(LC 2),32=1103(LC 1), 22=795(LC 8),28=1803(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-1295l0,2-3=-1291/0,3-4=-1291/0,4-5=-1291/0,5-6=-1967l0,6-7=-1967/0, 7-8=1967/0,8-9=-112/663,9-10=-112/663,10-11=-328/551,11-12=-328/551, 12-13=-328/551,13-14=0/1602,14-15=0/1602, 15-16=-1406/0,16-17=-1406/0, 17-18=-2079/0,18-19=-2009/0,19-20=-2009/0 BOT CHORD 34-35=0/1935,33-34=0/1967,32-33=0/1064,31-32=-551/328,30-31=-551l328, 29-30=-978/160,28-29=-978/160,26-27=0/2079,25-26=0/2079,24-25=0/2079, 23-24=0/2079,22-23=0/1284 WEBS 9-32=-309/0,14-28=-275/0,1-35=0/1443,8-32=-1520/0,5-33=0/1059,5-35=-731/0, 7-33=-375/�,1 3-2 8=-1 24710,10-32=-612/313,13-30=0/695,20-22=-1444/D, 15-28=-1925/0,20-23=0/823,15-27=0/1346,19-23=-301/0,16-27=-278/0, 18-23=-294/204,17-27=-833/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)Non Standard bearing condition. Review required. 4)This truss is designed in accordance with the 20D9 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. �� 7'j� . Strongbacks to be attached to walls at their outer ends or restrained by other means. �,,�' r-'f. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed O.SODin. *'` ��`�'�tl,. � 8)CAUTION,Do not erect truss backwards. � , ^�, �-�, 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. e ''' , {� �.. LOAD CASE(S) Standard '` � � i{� �-� �:,; ��'f f�i1 C�'F�-�, l.�': ��$��h.^�L k'"`�"� July 27,2012 �[tt�c.�'.NG-U€r-cp`�F rlrsiqn�m-arrnet�rs cvad f2fi8i1 I�}T�fi Cf2.�7NI5$ATf3IX%LLtD�)14YfT�'K FT��'"�hF'.�dC�P.AC�1F471 7�'?:�13F,f"*JI,'.�`€dSE. I �� Design valid for use only with Muek connectors.Tnis design is based only upon parameters shown,and is for an individual building componenf. � ��.. Appiicability ot design parameters and proper incorporation of component is responsibility of building designer-not iruss desgner.Bracing shown I is for latero.suppori of individual web members only. Additional temporary bracinq to insure stabili}y during construction is ine responsibllliiy o�}ne �i R�i��`__ � erector. Addi}ional permanent bracing of ihe overall siructure Is ihe responeibility o�ine building desianer.For general guidance regarding I !MI j'�. �I fooncation,quality..onirol,storog_,delivery,erection and bracing,consulf ANSI/TPI7 Quahty Cr�lena,DSB-89 and BCSI Building Component , 7777 Greenback Lane,Suite 109 Safety Intormafion available from Truss Plate Institute,781 N Lee Sireet,Suite 312 Alexandnc VA 22314 Citrus Heights,CA,95610 _ I`:;c�ueh�ri�Wine(��c+ SRoi��rn>.�r;s s�+�ci�ie�l,th s�.:s€gr:�a��a�e��r�fh.sf er,e°f t"s! :�i`".d,,�aLS� �.,�.�e�h,'SFtE. li � ' .lob ' Tr�ss Truss Type Qty Ipiy Parr Lumber/Tacoma Peoples Builder/3357 j R34904669 '�, 'W12C7067F F8 ;Floor Truss 10 1 _ ' Job Reference(optional The Truss Co.!Tr-Couniy Truss, Sumner WA i Eugene OR�Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Fri Jul 27 14:35:31 2012 Page 1 I D:r9hNbJQ8YdP mzEu?u ms_Zzytq PI-kKRfUd UAh RF Sjy WDOqzC?ScZru bn_Pbdcyu C80ytp7Q o-�� z-s-a o-�-iz i-eaz o-i-s i---- r- --� s��e�=i:sa z "sz<= 1.Sx3 I� � 2x3 II 3x4= 15x3 ��' i.5x3 I 4x8= 3x3 I! 4t12= Jx6 F�= 3x7= 1.Sx3 I�. 1.Sx3 II 3x4= 15x3 II 4x8= 2x3 I 1 2 3 4 5 E 7 8 9 1C 11 12 13 14 15 16 17 �IS�,� /�!� �� I I //;,� � �.�� \ �,,'I r'_'�\ il � \\ 30��o � � i i � - ' �\ - - - - ze z� xs ze � za � za zz 2i � 20� is �a �xo= 3x?= 4x5= 4x5= 3xE FP= 3x5= 3x4= 4x8= 3x]_ ,�x_ II 4xi2= i s-i o-i z i _ ss s-o ' -13-10-12 ' 22-7� � Plate Offsets X,Y: �4:0-1-8.Edge].f17:0-1-8.Edge],[20:0-1-8.Edgel.f21:0-1-8.Edge].[25:0-1-8.Edge] LOADING (ps�j I SPACING 2-p-0 CSI I!i DEFL in (loc) I/defl L!d PLATES GRIP TCLL 40A ' Plates Increase 1.00 �, TC 0.97 Vert(LL) -0.47 �9-20 >575 480 MT20 185/148 TCDL 10A Lumber Increase 1.00 I BC 078 Vert(TL) -075 19-20 >361 360 BCLL 0.0 Rep Stress Incr YES WB 0.81 I Horz(TL) 0.07 �8 n/a n/a I BCDL 5A Code IRC2009/TPI2007 (Matrix) I - � Weight:156 Ib FT=0°/F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat)'Excep?' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 9-17:2x4 HF 1650F 1.SE(flat) except end verticals. BOT CHORD 2x4 HF No.2(flat)'Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 18-23:2x4 HF SS(flat) WEBS 2x4 DF Stud(flat) REACTIONS Qb(size) 28=462/D-5-8 (min.0-1-8),24=2460/0-5-8 (min.0-1-12),18=1053/0-5-8 (min.0-1-8) Max Uplift 28=-44(LC 3) Max Grav 28=631(LC 2),24=2460(LC 1),18=1078(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-3=-1399/409,3-4=-1399/4Q9,4-5=-1129/982,5-6=-1'129/982,6-7=0/2818, 7-8=0/2818,8-9=-1714/0,9-10=-1714/0,10-11=-1714/0,11-12=-3798/0, 12-13=-3798/0,13-14=-3798/0,14-15=-3065/0,15-16=-3065/0 BOT CHORD 27-28=-161/973,26-27=-982/1129,25-26=-952/1129,24-25=-1703/235,23-24=-543/0, 22-23=-543/0,21-22=0l2954,20-21=0l3798.19-20=0/3732,18-19=0/1830 WEBS 7-24=-292/0,2-28=-1093/183,6-24=-1896/0,2-27=-282/484,6-25=0/1428, 3-27=-326/0,5-25=-436/0,4-27=0/897,4-26=-283/0,16-18=-2061/0,8-24=-2675/0, 16-19=0/1401,8-22=0/2108,10-22=-272/0,14-19=-757l0,11-22=-1456/0, 14-20=-337/419,11-21=0/1180,12-21=-380/D NOTES (8) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon biock to truss with 3-10d nails applied to flat face. 3)Provide mechanical co�nection(by others)of truss to bearing plate capable of withstanding 44 Ib uplift at joint 28. 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 3-1 Od(0.131"X 3")nails. �(.� 5 �:�, Strongbacks to be attached to walls at their outer ends or restrained by other means. `' f 1'� 7)CAUTION,Do not erect truss backwards. ��, ��. ;�� 8)All dimensions given in feet-inches-siuteenths(FFIISS)format. � �� j LOAD CASE(S) Standard '� � w .y i �i �r"'.�' '`��1 C C°,R-``.'��! ``: �;�. � �ti= ,S/�?�:1 L��` July 27,2012 I i�'�'.NCNC-[Terifip dcsi_qn paresmeters mcc FtF�I?NC��fi CJ1'd�'117S.�N�J IFXCLFIDEI?dr�T��EF�".�1'.&CrE�f3'a"4a:��t[`if'ClR��.75�. �� Desi�n valid for use only with M7ek mnneciors.This design is based only upon parameters shown,and is for an indlvidual building component. ��. � Applicability of design parameiers and prope�incorporation of component is responsibihty of building designer-not iruss desgner.Bracing shown �,, is forlateral supporf of individual web membea only. Additlonal temporary bracing ic insure stability dunng construcYion is the responsibillity of ihe '�, p�gig��s� erector. Additional permaneN bracing o!the overall structure is the responsibility o�ihe builaino designec For general auidance regarding ! 1X8 � t5` I I fabncafion quality conirol,storage,deiivery,erecfion and brocing,consutt ANSIRPI7 Qualily CriFeria,D5B•$9 and BCSI Building Gomponent �' 7777 Green6ack Lane,Suite 109 Safety Informafion ovailoble from iruss Piate Instdufe 781 N.Lee Sireet,Suite 312 Alexandna VA 22314 �� Citrus H=i hts.CA.°5610 I `_ 1:'�a:.s��e.F�.�irie Ea:'c�T SP�t;strnser:��e.axi��,',��i.�s=�ar:��::��ar:tE-�ae eg=�.i t��x,+iFt12:s•,;�LSw z, r�•�i�;:�er;�.SF'tE, � 9-- - - - --.... --- - --__- --- - - -- - ----- - ---- ----- ' Job ' Truss Truss Type �ry Piy Parr Lumber/Tacoma Peoples BuildeN3357 ' I R34904670 �,W1207007F II F9 !Floor Truss 1 1 ' ' Job Reference(optionat) The Truss Co.(Tri-County Truss, Sumner WA i Eugene OR/Burlington WA ?.350 s Jul 18 2012 MiTek Industnes.Inc. Fri Jul 27 14:35:33 2012 Page 1 ID:r9hNbJQ�YdPmzEu?u ms_ZzytqPl-gjZQvJVRD2VAzGgP7FOg4Wh7RiTBSVFw3GNJCvytp70 D 1�E D-'�8 Sc�e=ts0 n 2x3 I'�. 3x6 FP=- 2x3 �'I 2 3 4 5 6 7 6 B 10 11 12 13 14 15 16 5� 18 19 20 21 22 23 24 26 26 27 28 29 30 .-I' — � I I� �I '—_ �I lu� � � 62 '�r' . I � _Z �.�� 60 SB� 58 57� �56 55 54 53 52 51 50 49� 48 47 46 45 44I S° 42 41 40 39 38 37 �36 35 34� 33 3231 "sx3 I'�� 3x6 FP= 3x3 I�� 36-6-0 36-6 0 Plate Offsets�Y�: [30:0-1-8,Edge] LOADING (ps� SPACING 2_p_p CSI DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 185,�i48 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) n/a - n!a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 3� n/a n/a BCDL 5.0 Code IRC2009/TP12007 (Matrix) � Weight:130 Ib FT=0°/F,D%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. OTHERS 2x4 HF Stud(flat) REACTIONS All bearings 36-6-0. Qb)- Max Grav All reactions 250 Ib or fess atjoint(s)60,31,59,58,57,56,55,54,53,52,51,50,49,48,47, 45,44,43,42,41,4Q 39,38,37,36,35,34,33.32 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)All plates are 1.Sx4 MT20 unless otherwise indicated. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)Gable requires continuous bottom chord bearing. 4)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 5)Gable studs spaced at 1-4-0 oc. 6)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. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)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. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � � .'. :(�1,,��, ��,�: ��:t.��,i ��- �f' :�� '.�� ,�" � � � N�, 10 �., :;,, -'� f'f.rlc�-t,l'•;�'- ,4; ��'S'IFjN:1 L 1"'`�''� July 27,2012 H'@AX£�-�lrrrfy a'es�_qn�nurerm�-�er,�euau'`�2E6I?NC}S�`£+Ctid T�IIS�IJ�dR�C�LU1��dJ R�11T��:' "�'�CEf`&t�E1F�PT-r+f73 Zi�FCiI2�€I5� �'� Design valid for use only wiih Miiek connectorz.This design is based only upon parameters shown,and is for an individual building component �� Appllcability of design parametea and proper incorporaiion of componeni is responsibility of building designer-not truss designec Bracing shown is for lateral supoori of individual web members only. Additional Tempo�ary bracinQ to insure stability dunng constructlon is ihe responsibillity of the � R p(��•� erecto;. Additional permanent bracing o'the overall structure is the responsibility of}he building d=signer.For general guidance reaarding !XI fabricotion,quality controL sforage,delivery,erecYion ond bracing,consuA ANSI/TPI1 QualiTy Criferia,DSB-89 and BCSI BuiVding Component �� 7777 Greenback Lane,Suite 109 Satety Informationt available from Truss Plar Instrtuie,781 N Lee Street Suite 312 Alexandna VA 22314 � Citrus Heights;^A.°5610 1,iazsth�af��ir7e 5�'cr�SF�};�n�v��r¢u�,�W.a ivd,t� �es csrr.��;��€�r�ttF.ac°et°e.,� �t�i�?;�i'��ai i�cL��., p.�;�:�ce�try SPEP. ' ;oo � Truss 7russ Type Qty iPry Parr Lumber/Tacoma Peoples Builder;3357 R34904071 'W1207007F F10 !Floor Truss I2 ' 1 '' I Job Reference(optional) The Truss Col Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc Fri Jul 27 14.35:16 2012 Page 1 ID:r9hNbJQ8YdPmzEu?ums_ZzytqPl-gR t?LV ImDqMbQes8eAChuwUAPrbwzkzQ961v60ytp7f F3-12 _� _ _—'_ 2-6 C _— 1-5-8 _� 0 2 0 �G_3-72 � scae=+,�.n.�� 4x6 �I 3x3= 3x3= 3x3= 4x6 I 1 2 3 ix3 I 4 � 3x5= 5 tx3 I�� 7 B —�Ie �� e__ � ;� I �I� /� �— �� i / � �� ,I�\\ �I !i ,j� I \�\ �. i j y /I �, i�� %� � � � j / � I��' � ��I �� %/ I� \�� I � i�� I� �`: �� i � I � �� / - ' i — ' — — a -- --�� „� � 1< 13 12 11�I 10 9 . – ix3 II ix3 I'� 3x7= iz3 I 3x7– ,0�3-12, ___ 10-6-0 __ 10-10-� �p.3_�p' 10-2� ___ D-3-12 Plate Offsets(X.Y��1 0-3-0 Edge].[8:0-3-O,Edge] LOADING �ps� ' SPACING 2-0-0 I CSI —�DEFL in (loc) I/defl L/d PLATES GRIP TCLL 40.0 , Plates Increase 1.00 I: TC 0.28 j Vert(LL) -0.03 10-11 >999 480 MT20 185/148 TCDL 10.0 'i Lumber Increase 1.00 BC 0.29 I Vert(TL) -0.05 10-11 >999 360 BCLL 0.0 I Rep Stress Incr YES WB 0.36 i, Horz(TL) -0.01 S n!a Na BCDL 5.0 ! Code IRC2009/TPI2007 i (Matrix) ', Weight 52 Ib FT=0%F,0°/E 1 -- -- LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structurel wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Qb/size) 1=555/0-3-8 (min.D-1-8),8=555/0-3-8 (min.0-1-8) FORCES Qb)-Max.Comp./Max.Ten.-All torces 250(Ib)or less except when shown. TOP CHORD 1-2=-820/0,2-3=-816/0,3-4=-816/0,4-5=-1035/0,5-6=-832/0,6-7=-832/0,7-8=-836/0 BOT CHORD 12-13=0/1035,11-12=0/1035,10-11=0/1035 WEBS 8-10=0/930,1-13=0/912,6-10=-284/0,3-13=-253/0,5-10=-279/0,4-13=-326/0 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 R8�2.10.2 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)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��.h4.R 5 �`GI `�'/ ,~,` �fr �" l ''`` .. � ��i'�". f�'�~ '�� {� �J .. `, � r' j 1 �; F�._ ��<<1 C 7 t:��\ ,� �� , fj.?�:�L t:'" July 27,2Q12 6t+d7s'AQHG-L'�r�;f�d�iz�ngr�rcmretersc�c��Z?I�7�fiC)NTfllS�.)IFX�2.[IZi�l�Sf7"r'a�LIi�.FF�F.NC�P9fr�hY71-74T��ftlREdTSE, '� ��, I Design valid for use oniy with MTek connectors.This design IS based only upon parameters shown,and is for an indlvidual building component. ��. Applicability of design parameters and proper incorporation of component is r�sponsibiiity of building designer-not truss designer.Bracing shown , is for lat=ral support of individual web members only. Addifional temporary braang to insure siability aunng consiruction is ihe responsibillity of ihe aa,A j��y�� i erecior. Additional oermaneni bracing o`ine overall struciure is tne responsibility of fhe building desianer.for aeneral guidance regarding ' RkF �� faoncation,quali}y comrol,storage,delivery,erecfion ond�racing,ronsulf ANSI/TPI7 Qualify Cr'rferia,DSB-89 and BCSI Building Component 7777 Greenback Lane.Suite 109 Safefy Information available from Truss Plate Institute 781 N.L e Sireet Suite 312 Alexandna VA 22314 � Citrus HeigMs;CA 956'10 � ! ac.:;the°e�-irie t� �s�SF��I�n#`�er a; ��ewa:ie�w,t-ae es s<�r;zxs,�e�ars:#� c�Q,ieci..�(�f 1"°�C�?taf�LSe�. �r.ol�cse�J ta�°SPtP, -- ----- ------ ------ - �ob � Truss ?russ Type Qty Pry , Parr Lumben'Tacoma Peoples Builder/3357 , ' R349046'2 W1207007F F11 'FloorTruss 1 ' 1 � � Job Reference(optional) ! The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Ina Fri Jul 27 14.35:17 2012 Page 1 I D:r9h NbJQ8YdPmzE u?u ms_ZzytqPl-8ebNYrJ O_7U R2oRKBujwR81 KLFu Ni9QZ0 mVSeqytp7e 0-3-12 z_s o o.vo �-s_iz_ o-�,s . ,- � �-� � s�ae=i�i n 5x6 I� 3x3= 3x3= 1z3 II � z 31x3 I'i q 5 3x3— 61x3 II �3x5— g �� —� I� �_\��. �'� �� I I\\ J�� \ ��_ ;5 � I . �", I I \ I �� \\ �, � I \ i . '% I �� 9�� i I i/' �� _ � - - � �� ; ! i I � � , � , � \ I /i� \�� l� -- la �� \�- / �; i �e� II^ � � ��vl -- _— ' — . ia i3 �'< 9i tC ��I tx3 II 3xB= 1x3 I 3x5= 1 3 I I 3x6= (�-3-12. 13_2-0 _ __ ., p..3_72� 12-10-0 Plate Offsets(X Y): [1:0-3-O.Edge� LOADING (ps� �� SPACING 2-0-0 I CSI DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 40A Plates Increase 1.00 TC 0.33 j Vert(LL) -0.07 10-11 >999 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 i BC 0.47 Vert(TL) -0.16 9-10 >928 360 BCLL Q.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 ' Code IRC2009/TPI2007 , (Matrix) � Weight 62 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 9=690/0-3-8 (min.0-1-8),1=697/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown, TOP CHORD 1-2=-1102l0,2-3=-1098/0,3-4=-1098/�,4-5=-1588/0,5-6=-1595l�,6-7=-1595/0 BOT CHORD 12-13=0/1588, 11-12=0/1588, 10-11=0/1588,9-10=0/1088 WEBS 7-9=-1223/Q 1-13=0/1227,7-10=0l576,3-13=-279/0,4-13=-554/0 NOTES (8) 1)Unbalanced floor live loads have been considered forthis design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)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. 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)Gap between inside of top chord bearing and first diagonal or vertical web shali not exceed O.SOOin. 7)CAUTION,Do not erect truss backwards. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ...te�,R�. Tt?1% -,t�+; �,` v_ � '-1_ f � f `� ��`•y� , �- � w � � � '' 1 -� ;4, Nc'��,�,, �f'{%P57.F�-�.\: �`;' ��•$�Iry�;•;�L S""�`. July 27,2012 I �[&�d:KfNv-17�rifis�et�sie�r.grm-�ceters rrnc:.}iI�9I)A�}TE�^CPN THIS�ID dN�`LC3iJ'.�'1i tr�"f'f�J4 '�`F'�E."�PAC��h4a"I-'1�7�Z3��7'�PJ�. I �� Design volid for use only with MRek connectors.Thls design is based only upon pa�amelers shown,and is for an individual building component. , � Applicability of design parameters and proper incorporation of component is responsibilrty of building desianer-nof iruss desiqner.Brocing shown � � is for Ieteral suoport of individual web members only. Additional temporary brocing to insure stability during construction is}he responsibilliiy of the �� p�gB��•� I � erector.Additional permaneni bracing of ihe overali siructure is ihe responsibilify of fhe building designer.For peneral ouidance regardino QYd fobncai�on,qualdy-oniroL storage,delivery erection and orocing consul} ANSI/TPII QualiTy Cr'rtena,D5B•89 and BCSI Building Component 7777 Greenback Lane,Suite 1Q9 � Safety Informafion available rrom Truss Plate Inshtute 781 N.Lee Srreei Suiie 312,Alexandna VA 22314 : Citrus Heights,CA,95610 at;s�G��:ct1L',ii"t(72 G-tT'��1 J(1}"-i:'-P�c y iE @ i,":l.ihP��..Si�Ci`r�:;�,-8F��tF?{r5e eflC:t �'C�T{�:t��i� if Ft��;'r�.� �rC?�7-:�5��5.�$��. _ -- -- ---- ---- — ---- --- — 'Job � Truss 'Truss Type Qry IFIy Parr LumDer i acoma Peoples Builder/3357 ' , R34904673 W1207007F IF12 IFloorTruss '1 1 ' � ' I Job Reference(optionaq The Truss Car Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Inc. Fri Jul 27 14:35:18 2012 Page 1 I D:r9h N bJ Q 8YdP mzEu?u ms_ZrytqP4-cq91mB KOIRcigy01MbE9zLaU8fGyRg kjcQ EOAGytp7d D-3-12 1-8-0 2-6-G 0-3-12, 0,1,8 .. � --- —' Scale=1.21.4 3xo I 3x?= 3x3= ix3 I�'� 1 2 33x3- q3x? I� 5 gix_ I. 73x3— 8 i / / "j/�. —�T 1 � �� /- �l'' �V �< � j V � i � � ' /� �A / i � i �� , i � ii % -{ �� , �� , � �/� � �� / , � i � � �� - i � i, � I _� , � , / � , �� —�� --- � ` aT �� — ,3 � „ ,o � — ��, 3x�= ix3 II "sx3— 3x6- 3x6- 3-�12_— – 4-R�12 �J-Z-� ' G-3-12 4-5-0 � 8-5� _____ Plate Offsets(X.Y): [1:0-3-O.Edge] - i — LOADING (ps� ' SPACING 2-0-0 II CSI DEFL in (loc) I/defl L/d �I PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.39 Vert(LL) -0.05 5-10 >999 480 MT20 185/148 TCDL 10A Lumber Increase 1.00 BC 0.32 Vert(TL) -0.17 9-10 >589 360 II BCLL O D Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IRC2D09/TPI2007 (Matrix) I Weight:61 Ib FT=0%F,0%E 1 LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing, Except: 6-0-0 oc bracing:12-13. REACTIONS (Ib�size) 9=411/0-3-8 (min.0-1-8),1=163/0-3-8 (min.0-1-8), 12=8'12/0-3-8 (min.0-1-8) Max Uplift 1=-6(LC 3) Max Grav 9=413(LC 3),1=222(LC 2),12=812(LC 1) FORCES Qb)-Max.Comp.lMax.Ten.-AII forces 250(Ib)or less except when shown. TOP CHORD 5-6=-523/0,6-7=-523/0 BOT CHORD 11-12=0/523,10-11=0l523,9-10=0(563 WEBS 4-12=-281/0,3-12=-329/0,7-9=-631/0,5-12=-800/0 NOTES (9) 1)Unbalanced floor live loads have been considered for this design. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 6 Ib uplift at joint 1. 4)This truss is designed in accordance with the 2009 Internationa�Residential Code sections R502.11.1 and R802.102 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 3-1 Od(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed O.SOOin. 8)CAUTION,Do not erect truss backwards. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(Sj Standard �,�,t,��. � �' ; � ``f��t '�: _ �' . �. r ��, A. r� � tr �� . �.. �r ��,;:'t)� fi <: ''��,, f<,I51'l:R.' ��`o. 'S,S'��,j�:k I.t:°"�"� July 27,2012 1��NFIt€G vlerift#rz�:ezgra pm-czeFret�ma�}�"f�3' �NC�TE£.C}N T1�IS.�IdI)dRT('L tTU�?�411'I�Y.Fi'�Y'�°L�?la�L"�.�'��#121-1"47`.i$E�'C3�PX"'�'. ' �� Desi�n valid for use only wi}h Miiek connedors.This design is based only upon parame}ers shown,and is for an individual building component. I �� Applicability of design parometea and proper incorporation of component is responsibi6ty of building designer-noi truss designec Bracing shown ��, I is for latera!supoort of individual web members only. Addi}ional temporary bracing io insure stabili}y dunng consiruciion is tne responsibillity of the �q p�� Ierector.Additional permanent bracing of ihe overall strudure i�the responsiblllty o'the building designer.For general guidance regarding II !Y1 fobncotion,quality conirol,storoge,delivery,erection and br�cing,consutt AN51/fPl7 quality Crfleria,DSB-89 and BCSI Building Component �, 7777 Greenoack Lane,Suite 109 � Saiety InFormation available from Truss Plate Institute 781 N Lee Sireet,Suife 312 Alexandna VA 22314 I. 1F�a;�,hc��°�rne(�=a�5��,� atr�u.�•¢s,�ae�.�arie�{,t�e�esa�i<��€;�w�ar�6hs se e`iect<�e tfi�!.�{°i2 a�,r'+LSC r p��l�>�ed 4x,SPEE. � civus Heigms:cn,sssio - ------ -------_;-------- ---_ _-- - ----- ---- ' ,tob ' Truss Truss Type Qry :ry Parr Lumber/Ta�omo Peoples Builder/3357 R34904674 W12070G7F IF13 IGABLE 1 1 , Job Reference(optional) ' The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2Q12 MiTek Industries,Inc. Fri Jul 27 14:35:18 2012 Page i I D:r9hNbJQ8YdP mzEu?u ms_Zzytq PI-cq91mBK01RcIgyO WIbE9zLaZIfLI RjajcQ EOAGytp7d p_r$ 3x3 i�� z.e '�I �p.a-i2 � � 1z3 I z tx3 I'� - 4 `' Scale=1�.12.2 — I— — �� 1 D �'�., ,, . ., i,�I I � I � I�—I , i , �� , � I , I , '� ' ', � � ' � I > �>� a a�� ,'�'>'�'� �,>'>��> � r�� '>,��>�, > �'��a y > >_� � y ;,� > > _> x y�>'��'� v��y'�>:� 9 8 7 6 3z3 �II ix3 ��i ix3 ��I 1x3 II b4-0 2-8-0 3-11-12 . 4-3� � 1-4-0 � 1>-0 1-3-12 �'0-3-12 � Plate Offsets(X.Y): [4:0-3-QEdge] � LOADING (ps� SPACING 2-0-0 CSI ' DEFL in Qoc) I/defl L/d �� PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.06 � Vert(LL) 0.00 4 n/r 120 I MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.01 I Vert(TL) 0.00 4 n/r 90 � BCLL OA Rep Stress Incr YES WB 0.03 � Horz(TL) OAO 6 n!a n!a ' BCDL 5.0 � Code IRC2009/TPI2007 (Matrix) li Weight:19 Ib FT=0°/F,0°/E --- — LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly appiied or 4-3-8 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud(flat) REACTIONS All bearings 4-3-8. (Ib)- Max Grav All reactions 250 Ib or less at joint(s)9,6,8,7 FORCES (Ib)-Max.Comp./Max.Ten.-All forc2s 250(Ib)or less except when shown. NOTES (9) 1)Attach ribbon block to truss with 3-10d nails applied to flat face. 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 Intemational 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)CAUTION,Do not erect truss backwards. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S} Standard ,,��.�; ��1,� < G.. �;� ��`�'�' � , � .- 3 96 , d: �rJ.�' f C%t5j't�t�-�,1 �. f,�,, �4l� 'S`C�.?�':1 t.k-;�: July 27,2012 I t��S'st1[NG C�e djy d�sg�rs pst-eirrre�egs cxnc."F2P�I)A�iU7E.0 C➢N�"fa"�S�I7 dNC'LIl7)fiI>>A?f`T'�`��F"E'iTC�NC�P.ACr£bFT1 747:t 13Ef'C3}�§l�. j '�� I Design valid for use onry wiih Miiek connectors.This design is based oNy upon parameters shown,and is for an indlvidual building component. �i I � Applicability of d sign parameters and proper Incorporation of comooneni is resaonsibility of building designer-not truss des�gnec Bracing shown 'i is tor loterai suoport of individual web members only. Additional femporary bracing ro insure stability during consiruction is}he responsibillity o`ihe �� g�i��y'� � erec'tor.Additional permaneni bracing of ihe overall structure is the responsibility o`ihe buiiding desiener.For general guldance regarding I Itfi IC � fooncation,quality conirol,storage,dellvery erection and bracing consuit ANSI/TPI7 Qualify CrReria,DSB�84 and BCSI Building Component �'� 7777 Greenback Lane,Suite 109 � Safety Information available from iruss Plate Institute 781 N Lee Siree Surte 3 2 AI xanqnc VA 22314 — �I� Citrus Hei his,CA.95610 � � �:a�au:h�=r�'vine t�v c�°SF,�i<un��rr ss_�v�aait�=1,>. �ess�o;�.�.,.,.€e o sY�.se e;e.E! ,€��{61:ft�.>+;�L�C�. {�•a��.�sgt(bp SPE�. 9 ' ,iob � i russ Truss Type �ty Piy Parr Lumber/Tac.oma Peoples B�ilderi3�57 ' R34904675 WS207007F F14 IFloor Truss '5 1 Job Reference(optional) The Truss Co.i Tri-County Truss, Sumner WN/Euqeoe OR/Buriington WA 7.350 s Jul 18 2012 MiTek Industries,Inc Fri Jui 27 1435 19 2012 Page'i I D:r9h NbJ�8YdPmzEu?u ms_Zzytq PI-40j7zXLf WI k9H6bjJJmO WZ6g 13heA9psr4_Zjjytp7c 0.1$ 3x3= 3x6 I�� w 3�— D-11-12 2�tx3',.r _... �5-0_— '0-� , Seale=1�12."e - . i —__. — — �.. . � I ' 8 � � � � � i � � Ili i / I I I / � I I �/ ��'I � �/ i I I I % � ; � , / I ; I ; ,�� li , -- � i , I / 3x5= ix's '�I 7 \X i 6 5 � \�I 3x3 I' 3-15-02 43� . - 3_t',-72 0-3-12 —_. _ ,, —_- I _—_— —_ LOADING (ps� SPACING 2-0-0 i CSI ' DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40A Plates Increase 1.00 TC 0.32 Vert(LL) -0.00 6 >999 480 MT20 185/148 TCDL 10A Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 5-6 >999 360 BCLL 0.0 i Rep Stress Incr YES WB 0 10 ! Horz(TL) 0.00 4 n/a n/a , BCDL 5.0 I Code IRC2009/TPI2007 — (Matrix) _ j Weight:24 Ib FT=0%F,0%E _ LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WcBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 7=202/0-5-8 (min.D-1-8),4=20B/D-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-AII forces 250(Ib)or less except when shown. NOTES (7) 1)Attach ribbon block to truss with 3-10d nails applied to flat face. 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)Gap between inside of top chord bearing and frst diagonal or vertical web shall not exceed 0.500in. 6)CAUTION,Do not erect truss backwards. 7)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �h�.h 5. �, 'C '+�" •��" ' .� 11- hR, �, �`: ,�i�-'� ' � � � f n.. ) / `` N� /�, �.� �. .,/�� ;�i1C.�'l:�-\'- ,`,�^� �'�r$�I f`F?�'.1 L�4'"�-5 July 27,2012 ! 6&�AidRC�°r-1Teri{�e$e si�n par-crm�crs ma�}iF�I)N�fiE.0 C�N THIS�i7�INC'L€J�FsI1 A4T'F.K�'FF,'.E:Fi�(",e P.&GE MfI-7�+€f3�£t)}2�I,FS�:'. I �� I Gesign valid'ror use only with M7ek connectors.Tnis design is based only upon parametea shown,and is for an individual builaing component. ', AppllcabilliY of design paramete¢and proper incorporation of componenf is responsibilrty of building designer-not}russ designer.Bracing shown is for lateral supporf of individual web members only. Additional temporary brocing to insure siability during consiruction is the responsioillity o`ihe �I ry� ;e I erector. nddifional permanent bracin�o`fhe overall siructure is the responsibility of ihe building desi�ner.for qeneral guidance reaarding I, �1�[e I �obn atlon,quality coniroL sioroge,delivery er ction ond bracing,consuf ANSI/TPII Quahty Critena,DSB-69 and BCSI Building ComponeM '� 7777 Greenback Lane,Swte 1Q9 � Satefy Information avoilable hom Tn�ss Plate Insfitute 781 N.Lee Street Suife 3 2 Alexandna VA 223�4 '. Citrus Heights,CA.95610 � _ I;:��,,sthe.r�izae;�uc*,SF�i��r�d`.�°r¢�c�e,.aai,;:;, `�4�esFttt��aka��e�Eh_��ePiecivut�ec:i^�it.,`ALSe:a�u�v��sesfG.SF(E. - ' .,ob ' rruss Truss Type �ry �Piy Parr Lumber/Tacoma Peoples Builder;3357 R349G4676 VV1207007F Ir15 'GABLE 1 ' 1 ' ' Job Reference(optional) The Truss Co.!Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Jul 18 2012 MiTek Industries,Ina Fri Jul 27 14:35:19 2012 Paae 1 I D:r9h Nb JQSYdPmzE u?u ms_ZzytqPl-40j7zXLfWI k9 H6bjJJm O WZ6k23h_AAqsr4_Zjytp7c � �x_ i z.s ii o-3-�z � ix' I Z ix� '��, 3 4 5 , . Scale=1'122 � I I .—I �, ', ... �� I � �p ; I ', �,I '�i I I I � �I . �. . �'�. I i � I . . �. �. �' � I II �, I'i .. �I �,��. i II I i, I I� . i ��, �I I �> >. Y � � > > >� 'y��,�y�y' y '� , y�� . . . a > � � y x a ) >: .��>' .X >- � >_ > > > '�> T >. > > >:X v��;�>' 6 E ] 6 3x3 il 1x3 II 1z3 I�. 1x3 II i-4-0 2-8-0 3-11-12 . 43-8� � 1-4-0 � t-4-0 ' 13-12 '0-3-12 Plate Offsets(X,Y): [4:0-3-0 Edge] LOADING (ps� �� SPACING 2-0-0 II CSI T DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 4Q0 '� Plates Increase 1.00 TC 0.06 Vert(LL) 0.00 4 n/r 120 ' MT20 185�148 TCDL 10.0 Lumber Increase L00 I BC 0.01 Vert(TL) 0.00 4 Nr 90 ' BCLL G.0 ', Rep Stress Incr YES ', WB 0.03 Horz(TL) 0.00 6 n/a n/a �i BCDL 5.0 ! Code IRC2009/TPI2007 ' (Matrix) � Weight 19 Ib FT=Q°/F,D°/E LUMBER BRACING TOP CHORD 2x4 HF No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-8 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud(flat) REACTIONS All bearings 4-3-8. (Ib)- Max Grav All reactions 250 Ib or less atjoint(s)9,6,8,7 FORCES (Ib)-Max CompJMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Attach ribbon block to truss with 3-10d nails applied to flat fac=. 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 walls at their outer ends or restrained by other means. 8)CAUTION,Do not erect truss backwards. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �,�,f,l'.R 5. �f,�; ��' �> ; � �x- � /, ��fi , � Y �' y .,- � �� `�r'``t`��.�� `S�/ej�';'�E.�'`�`>�` July 27,2012 ur�NG-�ersfr��'r�-.zgn g+�-cmete,�rne4?r�F�I,nrC1S'E,C�+�Y 79lr5�h�l7 rCe?C'LUV�>14uT�f F2�t'E�ta�C'.�P�i'i��h4;1-7�73�i�c3t'�`�.FS�. I —� Design valid for use only with MiTek connectors.Tnis design is based only upon parameters snown,and is for an individual building component. AppGcability of design parametea and proper incorporation of component is responsibillty of building designer-noi fruss deslgner.Bracing shown i is fo�laferal support of individual web members only. Addiiional temporary Macing to insure stability during consirucilon is fne responsibillity of the �i� �g'{ g� � erector. Additional permanent bracing of ihe overoll siructure is ihe r=5oonsibility oi ine building designer.For general guidance regarding lYlf B�tL � II fabncation,quali}y conirol,storoge,delivery erection ond brocing,consuM ANSI/TPI7 Ouahty Crilerin,DSB-89 and BCSI Building Component I� 7777 Greenback i.ane,Suiie 1�9 I Saiety Intormation available from Trvss Plafe Insii}ute,781 N Lee Sireet,Suite 3 2 Alexanana VA 22314 Citrus Hei hts.CA,95610 _ li;;�a:h�=.i��ine!� c�5��?Fian�Fver i��.e,.t.i;:� �e� sa��=r��sres ar�:f.e.�e e�tect,.ts+a.t§..�ir��a,�L»�;�;._:r�r�l��e�!�p SFEE, II 9 - --- ---_ __-- - -- -- - ' .lob � Truss 'Truss Type Oty Piy Parr Lumber�Tacoma Peopies BuildeN3357 R349046i7 , W1207Q07F i F16 FLOOR TRUSS 1 1 ', I Job Reference(optiona� The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR!Burlington WA 7.350 s Jul 18 2012 MiTek Industries.Inc. rri Jul 27 14.35:20 2012 Page 1 I D:r9h NbJQ8Yd PmzEu?u ms_ZzytqPl-YDH VAsL H H2sOvGAvtOHd3mfltTSZvQ D?4 kj6F9ytp7b 0-1-e H .--- z_g-0 _.___ ._ 110 , 0_8 Scale='1.t9.4 2x6 �� 6x16 MTiBH= 2x6 �� 3x6 ��' 6x16 MT78H- 2r6 '� 1 2 3 4 5 6 I I — — 13 I //I/ �. � I� li . �'— 1 ' . \ u i / �, .//I r I � i . \ . � i'� / IM � � V � '✓ �i � I — ' — � � _ � — , --- — � ---- — m — -- � �w i I��. 0 .='�� tg � „ io s s ��, 2x6 I' 6x14= 6x8= 2x6 I � \ 6v1'o MT1BH= fixlo MT18H= 2-9-0 53-0 6-7-0 9-i-0 11-10-0 � p g-0 � -- 2_6_0 -- � i-4-0 2-6-0 2-9-0 _ Plate Offsets(X.Y): [6'0-3-0 Edge] (9:0-1-8.Edge] LOADING (ps� i SPACING 2-0-0 I CSI DEFL in (loc) I/defl Ud II PLATES GRIP TCLL 40.0 Plates Increase 1.00 � TC 0J6 Vert(LL) -021 9-10 >651 480 MT20 185/148 TCDL 10.0 Lumber Increase 1.00 BC 0.76 ' Vert(TL) -0.33 9-10 >417 360 MT18H 185/148 BCLL 0.0 Rep Stress Incr NO I WB 0.85 Horz(TL) O.QS 7 n/a Na BCDL-- 5A Code IRC2009/TPI2007 (Matrix) I _ ' Weight 78 Ib FT=0°/F,0%E LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E(flat) TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins, BOT CHORD 2x4 HF SS(flat) except end verticals. WEBS 2x4 DF Stud(flat)`ExcepY BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7,2-12,5-9,2-10:2x4 DF 240oF 2.OE(flat) REACTIONS (Ib/size) 12=3322/0-5-8 (min.0-2-5),7=3322/D-5-8 (min.0-2-5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 12-13=-593/0,1-13=-593/0,7-14=-594/0,6-14=-594/0,2-3=-9412/0,3-4=-9412/0,4-5=-9437/0 BOT CHORD 11-12=0/6899, 10-11=0/6889,9-10=019437,8-9=0/6884,7-8=0/6894 WEBS 5-7=-7274/0,2-12=-7280/0,5-9=0/2741,2-10=0/2709,3-10=-963/0,4-9=-968/0,2-11=-331/0,5-8=-337/0 NOTES (7) 1)All plates are MT20 plates unless othenvise indicated. 2)Attach ribbon block to truss with 3-10d nails applied to flat face. 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)Girder carries tie-in span(s):18-0-0 from 0-0-D to 11-10-0;4-0-0 from 0-0-0 to 11-10-0 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� Ver[:7-12=-10,1-6=-570 „�,,'L,R S. . �.t�` ��='_ C, �� . �� f • �� t: #,�� ^ i_ NF� r��{30� 6 /;.;.; � �tr�'rR' ��4��j��:�L��s� � July 27,2012 IW�P's111NG-�err;j�e rd�:qn grdar°can�eters cmu`}2��d?R1C)T�S ClN T"FiI�S liNT�INC.'LCJ'Z)E"sF7�K A'�'�F�l2F�NC"�P�CrE k7i1 7�`!3 '��"�fZE tYYS�. �i �� I Design valid for use only with MTek connectors.This design is based only upon parametea shown,and Is for an indlvidual builang component. � �' Appllcability ot aesign paramefers and proper incorporation of componeni is responsibildy of building designer-not truss designer.Bracmg shown j is tor laferol suoport of individual web members only. Additlonal temporary bracing to insure s}ability durina construcilon is}he responsibillity o`the , R�^� p� i i erector.Additional permanent bracing of ine overall siructure is the responsibilify of ihe building designer.For q=neral guidance reaarding ' lYII 1�@4 fabrication,quality:-ontroL siorooe,dellvery,ereciion and bracing,consult ANSI/TPIl Quafity Cr'rfena �SB-89 and BC51 Building Component i 7777 Greenback Lane,Suite 109 Safety Informafion av�ilable from Truss Plate Insfiture,787 N.Lee Street Suite 312,Alexandna VA 223�4 Citrus Heights,CA.°5610 �- -!t�nu�he r.�ir3e#�K cr°S�et1 s�i��C;�r a�c;aec.�4iusl.>e-ie�Ses€ar:s�i;aes s�r�tF�,ee e!�er4sue t��{;9i2€1�.��•�L 5u� C}"�,��:��bs SP€FL ' ' Job � i"russ Truss Type '�ty piy Farr Lumber,�Ta�oma Peooles Buflder/3357 R34904678 , 1N12C7007F F17 I Floor Truss 12 1 ' Job Reference(optiona� The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.35G s Jul 18 2012 MiTek Industries,Ina Fri Jul 27 14:3521 2012 Page 1 I D:r9h NbJQBYd P mzEu?u ms_Zzytq PI-OPruOCMv2M_tXQ15Q kosb_C4MsNDe4F 9JOTgn bytp?a 0-i-8 tx3 I'� 0-'�-8 �� 7x3 i� ' ix3 ��i 3 1z� I'� 4 - ix� �, Scale=1'.12.2 � . . "—__' . . i' I�' ��L-1 __'— I-J',, I '. 10 I I �i I ,. I 11 '.. i � I I i i .�� I'� I II Il�i I I. I'� I�I I,o I� I ,� � '' �,. ,. , � . . . .. �,. � I �� . I�! , '� I � . ,. I, i , . �, , , '—`� ��I I! li'��i _ il ' ' � � � —�� x a Y r��>��> > :v >:x��'x��- > , > >;' �, ; �' ' > > v � y �> > > v >: �� .�� > > >.' > y ; � >; >��>, g 7 6 axo � tx3 I ix3 I 3x6= 4-5-8 �— 458 . —�—__ _— ' i _'__ _ -- . LOADING (ps� II SPACING 2-0-0 CSI '� DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 40.0 I Plates Increase 1.00 TC 0.08 Vert(LL) n!a - n/a 999 li MT20 185/148 TCDL 10.0 ' Lumber Increase 1.00 BC 0.03 , Vert(TL) n/a - n/a 999 , BCLL OA ' Rep Stress Incr YES WB 0.03 j Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IRC2009lTPI2007 (Matrix) , Weight:21 Ib FT=�%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly applied or 4-5-8 oc purlins, BOT CHORD 2x4 HF No.2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. OTHERS 2x4 HF Stud(flat) REACTIONS All bearings 4-5-8. (Ib)- Max Grav All reactions 250 Ib or less atjoint(s)9,6,8,7 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Attach ribbon block to truss with 3-10d nails applied to flat face. 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 R802.102 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixily 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 ,�.p�l.P� �. �''-1- ��1.-� �� /,�� ., �r^ � �� ? � � �ti. f � "� ,..t) -1 .�t,s �J.�'�..., ��(tl;'i�t:�-�:`4� ,��•,,�; .�'�f�.),��1i1�..��1 July 27,2012 �I E��.bs?Pl[NC:-Veszjy z�zez9n grarr•�eareters cm�12�I?1K{7��.C3tY 35CIS.�R�.J iNNL'LC7I1� , s'cEFER�tsTC.c:P9�C��1+47f-T4 t:�P�iRE'€7�. ' �•• � Design valid for use oNy wi}h MR=k connectors.This design is b�sed oNy upon parameters snown,and Is for an individual building componeN. �� i Applicability of design parameters and proper incorporation of component is responsibihiy of buildina designer not iruss designer.Braang shown . is for lateral suoport of individual web members only. Additional temporary�bracing fo insure stability dunng consfruction is ihe resoonsibdlity of the ��5� erector. Additional permanent bracing of the overall siructure i=_ihe responsibiliiy o!ine building designer.For general guidance reaarding �� R I fabncotion,quahty controL storage,deiivery erection ond bracing ..onsult ANSUTPiI Quahty CrRena DSB-89 and BCSI Bullding ComponeM �� 7777 Greenback Lane,Suite 104 I Safety Information availoble rrom Truss Plate Institute 781 N.Lee Streef,Suiie 312 Alexandna VA 22314 Cftrus Heights.CA,95610 J L_I;�c,.:t.he r:uii7e,S�c,^SF�r,�tn�,�er iu��vc2i,.:1,:��s�..s�ct��',a€�e��r�;t c se e�:r:. e t!�c tE9<t-12�3`r":L c�4 �,,;��;wed tts°S�E, , :- . ------ --------- ---- - -- - -__ __ Job `russ rruss Type 'Qty �Piy Parr Lumber/Tacom2 Feoples Builder/3357 R34�04679 '1N12G70u7F 'F18 II FLOOR TRUSS 1 I 1 i �� ____ ' I Job Reference(optiona� � The Truss Co.!Tri-County Truss, Sumner WA!Eugene OR/Buriington WA 7.350 s JW 1 B 2012 MiTek Industries,Inc. Fri JW 27 14:35:21 20 i2 Page 1 ID:r9hNbJQ8YdPmzEu?ums_ZzytqP!-OPruOCMv2M tXQ15Qkosb_C4ysNne4q9JOTgnbytp7a 2x6 I'� 5x6 I� 2x6 I i 0-5-8 ` 1-0-0 z 2-6-0 � 0-7-5, r� _ —, Scal==1�.10 7 1 � ��. '� I� � 6 I II 7 �' �IiF I�j /i / \\ i � / � � , �� - �/ � � �� , i �- , � - - � �. � , � , �� q� � �� 6x6— 6xE— 0-3-0 . 4-b0 30 0 T— 3-9-0 Plate Offsets(X Y�: [3 0-3-QEdqel LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud I� PLATES GRIP TCLL 40.0 Plates Increase 1.00 'i TC 0.10 Vert(LL) O.GO 5 '"" 480 MT20 185/148 TCDL 10.0 ' Lumber Increase 1.00 I BC 0.06 I Vert(TL) -0.01 4-5 >999 360 BCLL �.0 � Rep Stress Incr YES WB 0.06 I Horz(TL) O.DO 4 n!a Na BCDL 5.0 � Code IRC20o9/TPI2007 I (Matrix) — — Weight:27 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 HF No2(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, BOT CHORD 2x4 HF No2(flat) except end verticals. WEBS 2x4 DF Stud(flat) BOT CHORD Rigid ceiling diredly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 5=199/0-3-8 (min.0-1-8),4=199/D-3-8 (min.0-1-8) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-5=-281/0 NOTES (5) 1)Attach ribbon block to truss with 3-10d nails applied to flat face. 2)This truss is designed in accordance with the 2009 International Residentiaf 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 n.*� ` ` -r' `'��`�. �`` �lF� �- �+yD �- �I � 'T �, .�^ I 'ti. t. j f��`'.�' '�f�i 1,'�'Z`1;R`�;\�? ;�" `��4`�� C��= ' ,�t�j:?t A 1.��.. July 27,2012 w��-v�:g��4,��,a,•��a��mr,��c ca�z�rs��€�.?,�f e�rr��:��c�r��ts�rr-ra�a�°c,rz�us.�. I -- Design valid for use only wi}h MiTek connedors.This design Is based only upon paromefers snown,and is for an individ�al building comoonent. '�, Apolicability of design parameters and proper incorporation of comoonent is responsibihty of building designer-not truss designer.Bracing snown 'i is for lateral support of individual web members only. Additlonal temoorary bracing to insure srability dunng consiruction is ihe responsibillity of ihe ��. X x��`�_ erector. Additionai permanenf bracing of ihe overall structure is the responsibili}y of ihe building designer.For aen=ral guidance regarding ��, IY@ 14 faoncation,quality conirol,storoge,delivery,erection ond brocing,consult ANSI/TP11 quality Criteria,DSB-89 and BCSI Building Component �' 77?7�reenback Lane.Suite 1�9 Satety Informafion available from Truss�°late Inshtute 781 N.Lee Sireet,Suite 312,Alexandna VA 22314 'i Citrus Heights,CA,95670 ` I:i;n;:.he•�r��ine`5��s� SF;,t.�nzder 2:a,ae,.c�ie:;,in�n-�si�e:•.aFs?�ar�kh_se et`�Mf e f�m{,;�12�,;nL�C e.prc�l�:ser b;SFt6. ' ' �� z Q rn D_ � N � � �� D rn � D o o D , � � � �o _-°'� Z D X i" f �p r^ ' � J � � r rn � � I ( � � I n I�!� (�3G�w�� 3 � � �. w � c � c �•� Q � o � co A, D � I � QQa�.�- � (� a � I� �.m �� no o- Z � a 0 O � N � � '�c� o n�o g � �� 5 �;o �5 4� � m Q. � rn s m � T' i� a Q �oo n y I IQW o� ° � � �°� � q� �� p � � a�o � � °� � � Q° - Q� ��N� Z I� �QO-a �-� _. 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