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3027 Truss Specs 02102012 �. ��. �'� �:N ' , .� a'.. ,a ' � N iS��, �'�.o ''.. ��..Z �'�. �.vN �v ., ,.� } � m m2 � Q � : � / � � � �q N ;' W E � c / o � � m c"v o'�� Hgr��rtz � � ___ — I oi � t I N� i � �� \ � t� � �� -_- t /'r--� '� ✓� � �\, — �~ � . � I •-- .,_.. ,,,.;, �f � 0-8'04 �� 0'8'Z �� 0'ON ', v c� �' � -�— ".,�.'�' .�ESTt�:�c�� ;��.,,"N;.� ,a,z�'.�.;� `�,'�n'"�i'��T3�i..`" �'�. .� ',. �� , �, � - . __ � . ZSP i bB^ b8f I � � ' ' 98f '. , ' S8P ��I 88P ___ __ ', __. ___ '�. S8f _.. L �� OLBPi . . _uLBf wV.,2 0. ._ _ ... _... -,. �Q� � � ` � � � ZLBP� '�. I . :..�::: ��:: ' ��.ZLHf �N �' .__ _. _ . , ' ._ . �� I � '� bLBf I �,. __ ___ ,� bLBP � �� .... ,« _.. �. i .__ _ �� . :: ,�.' _ '�. I ` _ � s�ar � � -�— 9l _ �� Jby. ��G� 0-0-8 � �0 0'8 � 8L8P i I__ .... ._. '�.SL8f 6LSf I -�- -_ . _� li _ _6LSf �.FQ �� _.. , _. . —. _ -.-:_ ._ - - _ � °'I '�. � �. � ZG - '� i i I 8L8P ' __ _ ':. ' „ . . :, _ "_ :: ;._:. `�� cv ��. ' Z£f ' �� I . �JLBf� G^'. 'g �.. � o .�. � _ _ ,�,Q- : Z9f � ; bEP ° m bIBP ___... _...... __.. b9f �__� — _ .�jvrr z�ar I _ �r�� a' o _ N; � `�' i Z4f �� OLBP� �: /�� . � � , , , S8f I ._. � I ' - �/ ��p�'�, j b4P , if ..._ .. . I9bf 98f o I ..... �� , ----' ��;� 'I94P N 48f I !I� t 'I � � -- — �y. ;vvr ' i D4 I �8'� - �Lbf i i —� - _:: __ , ._... I .�— --'--��-----I-- -------�---- n v co " <v n v u� �o � � ��. � 4 r .x _... . _. -�i -r U C: U U U U W CJ U U :J U 'J�0 m o� ¢ 4 � Q � �• �_ _' _'_ __. -_— , � 1. ._......._: . . Q fL4 f I { ...,._ ,... . :J f'^ v ..""'..___,.__..__'__'_ �� x, � :�, MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 1202122 � Fax 916/676-1909 (grw)Parr Eve/Tacoma Peoples Builder/30 _ __ The truss drawin�(s)referenced below have been prepared by MiTek Industries, Tnc. under my direct super��ision based on the parameters pro��ided b� The Truss Company-Sumner, WA. Pages or sheets covered by this seal: R34138529 thru R34138�75 My license renewal date far the state of Washin�ton is March 20,2013. Lumber desinn values are in accordance w�ith ANSI/TPI 1 section 6.3 These truss desi�ns rely on lumber values established by others. �� S{�{?A� `��'1 r C �4�'A$j�� r ��- w� ��r ;: G a �. r.; ',�+„� '2, �� IS �Y� . ��I�1'�AL�'�C� ; February 10,2012 Ong,Choo Soon 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 designer,per ANSI/TPI l. Joo �russ '�TrussType IQty IPty (grw)Parr Eve�acoma Peoples Builder/3G ' I R34138529 ��1202122 A1 �CAL HIP � �' � �,Job Reference(optlonap � The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:41:56 2012 Page 1 I D:I NboOxoeQt63XEkCV2yKkUyNq Wv-ZKinOshl DJI_ab UQcJTNiTasQ WA9_W9vEGT5?czmncf -1-0-D 3-10-15 8-6-t � 12-5-0 i-0-0 ' 3-10-15 ' 4-7-2 3-10-15 Smle=122.3 NAILED NAILEO 4t10- 4 Oz5� I 5.00 12 I � �i�i I 5 �i z I�I��I i� .—� ,i � �� 12 8 13 14 JU524 7 15 6 16 ... JUS24.... 1.Sx4 �.I JUS24 JU524 3x5= JUS24 3x4= JUS24 ''�, 9x5% 4x5— � 3-4-4 9-0-12 __ 12-5-0 __—;�4_ ._.. ._— �8_� --_—_ '_— 3-4 4 --— '_— Plate Offsets(X,Y): (2:0-4-12.0-1-12 '�0-4-09 1_41�4:0 2-0.0-2-0] [5.0_1-14.�e]�6 0 1 12.0_1 8]___ _..._ —_ --_ -- --- LOADING �psf) SPACING 2 0-0 ' CSI DEFL jn (loc) Ildefl L/d PLATES GRIP TCLL 25.0 li Plates Increase 1.15 ! TC 0.82 II Vert(LL) -0.07 6-8 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.52 Vert(TL) -0.17 6-8 >846 240 BCLL OA * �� Rep Stress Incr NO � WB 0.15 '�i Horz(TL) 0.04 5 n/a nla BCDL 7.0 ', Code IRC2009,?P12007 ', (Matrix) _ i __ ' Weight:41 1b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2'Except' TOP CHORD Structurel wood sheathing directly applied or 3-11-15 oc purlins, 3-4:2x4 HF 1650F 1.SE except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(3-11-2 max.):3-4. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide. , REACTIONS (Ib/size) 5=779/0-5-8 (min.0-1-8),2=871/0-5-8 (min.0-1-8) Max Horz 2=26(LC 5) Max Uplift 5=-150(LC 6),2=-190(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1752/327,4-5=-1749/333,3-9=-1567/335,9-10=-1567/338,10-11=-1567/338, 4-11=-1567/338 BOT CHORD 2-12=-288/1578,8-12=-288/1578,8-13=-302/1556,13-14=-302l1556,7-14=302/1556, 7-15=-302/1556,6-15=-302/1556,6-16=-284/1588,5-16=-284/1588 WEBS 3-8=0/268,4-6=0/265 NOTES (15) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 5=150,2=190. S�Q� 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and (� referenced standard ANSUTPI 1. `; �*��,t �"C? 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. _ .� 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ; �''' 10)Use USP JUS24(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from `�� ,� the left end to 10-4-4 to connect truss(es)J42(1 ply 2x4 HF) to front face of bottom chord. ' — 11)Fill all nail holes where hanger is in contact with lumber. 12)"NAILED"indicates 3-10d or 3-12d common wire toe-nails.For more details refer to MiTek's ST-TOENAIL Detail. 13)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)194 Ib down and 84 Ib up at q 3-7-13,38 Ib down and 54 Ib up at 6-0-12,and 38 Ib down and 54 Ib up at 6-4-4,and 194 Ib down and 84 Ib up at 8-9-3 on top � j�, 46��} ,� �� chord. The desigNselection of such connection device(s)is the responsibility of others. �j,�� FCijS�F;�Y' �`�°� 14)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,S`s h�,�� 15)All dimensions given in feet-inches-sixteenths(FFIlSS)format. ��?��.�1.1-�''� LOAD CASE{S) Standard Continued on page 2 February 10,2012 fk�I?8Vl3+IG-Fcc€�Jia deserar,pev'smceEers and f2E.fiiJ BJf3TE�+[AN T57S d.hTLk f.tWt'LCtI?�1�17TF:K KKu�ERFRL'E F,9GE�9dd-74r 3 BEFC�A.�:'Lt'SE. II � T Desian valid for use only with M7ek connecton.This design Is based only upon parameYers shown,and is for an individual building componeni. �' Applicability of design parameters and proper incorporation of component is responsioility of building designer-not fruss desioner.Bracinc shown I, I is ior iot=rol supporf of indlvidual web members only. Additiona!7emporary bracing}o insure stability during consiruction Is ihe responsibillity of ihe �� p�p g 0` erecfoc Additionpl pertnonent bracing of}he overall siruciuie is tne responsibility of ihe building desianer.For generol guidance regoraing [YI�[�.K foor�cation,quality coMro,sforoge,d livery erection antl bro ing,consult ANSI/iPlt Quality Cntena �SB-89 and BCSI Butidmg Gomponent 7777 Greenback Lane,Suite 109 ISafey Informabon availobie from Tr�ss Plate Instdute 781 N.Lee Sireet.Suite 3 2 Alexandna VA 2�314 ��, Cdrus Heights,CA.95610 , ;�� c+��her�`€�e:,S"F c«r 5(°�:z.��t��s,:..t:f.;�th_7.::,;�,��,�3u�r�€nr�^��s:rfi�-,..�i e€;�{'::�ii��ty.i�u�.,;�r��ru��o-sF c°�}SPI[:. � Idob Truss I7russType �Qcy IPIy (grw)Parr Eve/Tacoma Peoples Builder/30 ' R34138529 ' !1202'22 IA1 CAL HIP 1 I 1 I ' li Job Reference o tional) � — The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:41:56 2012 Page 2 I D:I NboOxoeQ163XEkCV2yKkUyNq Wv-ZKinOshl DJI_abUQcJTNiTasQ WA9_W9vEGT5?czmncf LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pi� Vert:t-3=66,4-5=-66,3-4=-66,2-5=-14 Concentrated Loads(Ib) Vert:3=-1944=-194 9=38(F)10=-76 11=38(F)12=-12(F)13=-12(F)14=-24(F)15=-12(F)16=-12(F) i IEk'�€fNlNta [FZ-t°r';�s�a'�u?7�Farmarree4ers asad R�:"At�hiCaTE�C7N THIS AR�L?IN�LU�r.It&ItTEKI{�FEfZF94?C'E F�GE A3F7-T+�3"3 fiE;�'Et}�.£LfSE, � �� Design valid tor use only wiih MiTek connectoa.Thls design a based only upon parameters shown,and is tor an individual building component. �.. Applicobility of design parameters and proper incorporafion or component is responsibility of buiiding designer-not iruss designer.8rocina shown i is for lotero!supporf of inoividual web membea only. Addifional temporary bracing to insure stability dunng consiruction Is fhe responsibillity of the ! �A��= erector.Ndditional permanent brocing of ihe overal!sfructure is the responsibiiify ot ihe building designer.For general ouidance regarding �i [VB fabrication,quolity control storpge,delivery,ereciion ond bwcing,consult ANSI/TPII Quality Cdteriq D5B-89 and BC51 Building Componenf I� 7777 Greenback Lane.Suite 109 Safety Inlormation avoilable from T�uss Plate Institute 781�.Lee Sireet Suite 31 AI xandria VA 22314. '�. Cdrus Heiahts.CA.95610 S� 5��.�tn�e��c;SP t�r 5��;a��r i�a.._-�,:�ra.,t�e di:�s�t.,�1�r��r��r�,_c..:;tr.e t�c�+��.'�i�Kz C,��_��r pro��r�s�c ca°Sf+iG. � . . _� -- -- --- -- -- ----- Job ITruss Truss Type IQty Pry , (grw)Parr Eve�"iacoma Peoples Builder;3o • ! I R34138530 1202i22 �A2 ROOF TRUSS 1 1 ,�ob Reference�optionaq ' s Tne Truss CoJ Tri-County Truss, Sumner WA/Eugene OR 1 Burlington WA 7.330 s Dec 16 2Q11 MiTek Indusfies,Inc Thu Feb 09 16:41:57 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-2XGAbCiw_ctrC13cA0_cEg63ZvZNj_Y2TwCeX2zmnce e-io-is _i-o-o s-z-ia sa�a �� e-s-i I �-o-iz�,z- ias-o ' i-o-o � s-z-ia ai�o-s-ii o-�-z o�-iio-i 5-244 s�ie°i�.zz.� a.s= 4z5= 3 5.00 12 � � / 5 2 . 1 bl__-_- i io �/� ��I 63x4= ✓� y�- 3s5= - 5�-4 c-2-8 i-0-72 12-5-0 ' _ 5�-4 __ . _G_10_4�_.D_iG_y . _--5_4_4 —__—_� __—_"____ —___ — .__._.._.- Plate Of'sets(X�: [3:p_1-4:0-2-0]_LC 1 4A 2 Ol---- --- _----- ----- --- - ----_ . _ LOADING �psf� SPACING 2_0_0 CSI � DEFL in Qoc) I/defl Ud ��i PLATES GRIP TCLL 25A Plates Increase 1.15 TC 0.67 Vert(LL) -0.05 5-6 >999 360 , MT20 185/148 TCDL 8A Lumber Increase 1.15 BC 0.33 , Vert(TL) -0.10 5-6 >999 240 BCLL 0.0 ' ', Rep Stress Incr YES WB 0.07 Ho2(TL) O.D2 5 n!a n!a ' BCDL 7.0 ' Code IRC20Q9/TP12007 (Matrix) -- _-- Weight:38 Ib FT=16% — LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 HFlSPF Stud/STD 2-0-0 oc purlins(6-0-0 max.):3-4. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with ' Stabilizer Installation guide. REACTIONS (Ib/size) 5=481/Mechanical,2=570/6-5-8 (min.0-1-8) Max Horz 2=33(LC 5) Max Uplift 5=-41(LC 6),2=-78(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. TOP CHORD 2-3=-776l39,3-4=-667/45,4-5=-761/36 BOT CHORD 2-6=-8/651,5-6=-3lfi56 NOTES (11) t)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2. 8)This truss is designed in accordance wtth 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 fixity model was used in the analysis and design of this truss. S�O,�r 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. {j 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. � *��Sx�, �'(� ! LOAD CASE(S) Standard ' r �C'' l �� ,,./ . `'��w '4,. �° � 46�9 �:� ��. ��rs�e�� ' 4 � ��S'��4'AL�'f'� February 10,2012 �,EF&F2MNG�Pc�-%�s#d�se+7n F+cz•rmazs^{�rr�anet F..E3.I1 NcJ.TES C)N Y7�I��.NLt dNiL�f➢E£7�I'EK R.��REddi�E F3G.e�h8tf-7473 EE;F�FtDd2E€IS.�. '� �� £7 Design volid for use only wiih MTek connectoa.This design is based only upon parameter shown,and is for an Individual building component. � �� Applicobility of design porameters one��oper inco�porotion of componeni is responsibilitY o`building designer-not iruss deagnec Brocing shown is for ioteral support of indlvidual web members only.Additiona!temporory bracing to ins�re stability during consiruction is ihe responsibillify of the �, �A g��= erector. Additional permanent brocing of ine overoll siructure is tne responsibiliN of the building ciesigner.For generol auldance regarding ! !YI fobricoiion.quoli}y conirol storage,delivery,erection ond brocin�,consult ANSI/iPl1 Quality Criferia,DSB-89 and BCSI Buifding Component � 7777 Greenback Lane,Suite 109 I Satety Informahon ovoilable trom Truss Plote Instrture 781 N.Lee Sireet Suite 312 Alexandnc Vh 22314 � Citrus Heights,CA,?5610 Ir�cta_ta�,>rs;�.;rci�4TarS�,.: �a��°��z,.��,.,�.�-r �,d��i:_.,s1�s�.;x�r�c ,G_a_e�«cc.� _G.,f�i;�f.t�Y��u.;�rpk-oi��as�ci�gSP'PE. ' �oo iTruss ',7russType i4ry IPIy (grw)Parr Eve/Tacoma Peoples Builder/30 R34138531 ' 1202122 I A3 II ROOF TRU SS '1 I 1 � � �� .Job Reference(optionap � The Truss Col Tri-County Truss. Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industnes,Ina Thu Feb Q9 16:41:58 2012 Page 1 I D:I Nbo OxoeQt63XEkCV2yKkUyNq Wv-WjqYoYjYlw?ipveokkVmufCrJvhSQmChayC 3Vzmncd -�-o-o s-z-a _ iz-s-o 1-0-0 6-2'S 6'2-8 . Scale=122.4 4x4= 3 1 s.00 iz I � � I I a z �i P� - IJ - --- �.lo ✓ ��I�� i.s.a .. 3x5= 3*�— 6-2-8 12�5-0 __— 6 2_8 ..-- 0 2 8 _ —. LOADING (psf) I SPACWG 2-0-0 i CSI II DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 25.0 � Plates lncrease 1.15 TC 0_82 � Vert(LL) -OA5 4-5 >999 360 MT20 185/i48 TCDL 8.0 Lumber Increase 1 15 BC 0.33 I VertiTL) -0.10 4-5 >999 240 BCLL OA ' �I Rep Stress Incr YES WB �.14 Horz(TL) 0.01 4 nla nla BCDL 7A Code IRC2009/TP�2007 , (Matrix) I Weight:34 Ib FT=16% ---- ------- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD I MiTek recommends that Stabilizers and required cross � � bracing be installed during truss erection,in accordance with � I Stabilizer Installation quide � REACTIONS (Ib/size) 4=481/Mechanical,2=570/0-5-8 (min.0-1-8) Max Horz 2=37(LC 5) Max Uplift 4=-43(LC 6),2=-80(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-691/40,3-4=-685/34 BOT CHORD 2-5=0/572,4-5=0/572 WEBS 3-5=0/255 NOTES (9) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connedions. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard S{)�1'ti � G VtiAS�I �G - _ '�'G�.. . �� '� 'z �� ,��4b�9 Y„� �;, ��, , �r��re� 11s' 'S`��'�!��.�x.,��'�s February 10,2012 � ,�6F`8IfN71f(G�Yer°afig€1�da7n pcaraxna�dc:�z:az.el REdIi NLeTES�,YN T:iI*u"dNL+INGLUI?EZt B:a`£E�:ft,F�FE�N�'E F.�GE A7dt�7473�+��'k`tkF.E LtSE. 'i � . =o z Design valid for use only with M7ek connectors.This deslgn Is based only upon parameters shown,and is for an i�dividual building componeN. '� � Applicabilify of design parameters and proper incorpo�ation of component is responsibility of building designer no'tivss designer.B�acing snown I is for lateral suppoh of indlvidual web membeR oNy. Additional temporary bracin�to Insure sYability dunng construction Is ine responsibillify of ine �{��g�g�� i erecior. Additional pertnaneni brocina of ine overall sirucfure is the responsibiliiy of fhe building designer.ror oeneral auidance reaardina EYI H 1� fobrication,qualit contro sio�ag=,d h ery erection and orocing,consult ANSI/iPil Quahty Cniena DSB-89 and BCSI Building Component I 7777 GreenDack Lane,Suite 109 � Safety Informabon avoiiabie rrom�iruss Plote Institute�Bl� Lee Sireet.Suite 312 Alexandna VA 22314 i Coms Heights,CA,95610 � t S�c��€Fr�rr. �e•'.�b'z�r,,F„'°a�r��G..��_�.�;; .h�tl�.��.,<�„al�te�b=�r-f.�re�_c�.:<�eti eLc:�+.�3tt9�h}�=.�_��`�rp>rrr�so�.�-..>^� S�°1Lt. � j,iob Truss ;7n,ss Type Ctry IPry �g�r,�)parr Eve/Tacoma Peoples Builder,'30 ' ' R34138532 I1202122 �Ig� �CALHIP �� ,�obReference(optional) �� r The Truss Co./Tri-County Truss, Sumner WA!Eugene OR/Budington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:41:59 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-_vNwOujAWE7YR3D?HR 14J5C WJEiBsCLwEhlbxcmncc -i-o-o � s-io-is I s-z-s iz-s-i ie-s-o � 1-0-0 5-10-15 3-3-9 33-9 ' 5-10-15 Srale=1'32 6 4aB= 1.5z4 II 4[8= 3 � S.W 12 � I ��! � ryl 6 1� lol � 9 a ,o � ,; ,2 Ov4= d4 II 3x8= MSH29 �q �il JU524 JU524 4x4= 5-4-4 ___ 9-2-8 i 13-0-12 ________ 18 5 0 . 5-4-4 � 3-10-4 � 3-10-4 5-4-4 ' _ ____--- Plate Offsets�X,Y)_ [2:0-2-4.Edge] [3:0-4-QO_1_41,f5 0-4-0,0-1-4, 6:0-2-4,Edge1__ ______________ LOADING (psf) � SPACING 2-C-0 II CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 022 Vert(LL) -0.07 7-8 >999 300 MT20 185/148 TCDL 8.0 I Lumber Increase 1.15 I BC 0.34 I Vert(TL) -0.12 7-8 >999 240 BCLL 0.0 ` Rep Stress Incr NO ' WB 026 Horz(TL) 0.03 6 n/a n'a BCDL 7.0 Code IRC2009/TP12007 ', (Matrix) Weight:149 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 HF No.2 except WEBS 2x4 HFlSPF StudlSTD 2-0-0 oc purlins(6-0-D max.):3-5. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 6=1229/Mechanical,2=1037l0-5-8 (min.0-1-8) Max Horz 2=36(LC 5) Max Uplift 6=-89(LC 6),2=-112(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2087/174,5-6=-2891/258,3-4=-2493/259,4-5=-2493/259 BOT CHORD 2-9=131/1872,8-9=-137/1862,8-10=-204/2524,7-10=-204/2524,7-11=-208/2627,11-12=-208/2627, 6-12=-208/2627 WEBS 5-7=-37/757,3-8=-96/850 NOTES (16) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2x4-1 row at 0-9-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. Webs connected as follows:2x4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connedions have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered forthis design. 4)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Refer to girder(s)for truss to truss connedions. �iO(}j\t 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except(jt=1b) „�5,� �'�l}. r-��2. ��''`- �I� G' 10)This truss is designed in accordance wRh the 2009 intemational Residential Code sections R502.11.1 and R802.102 a�d h4' - G� referenced standard ANSI/TPI 1. ��' 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �'.' 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w(2-10d nails. 13)Use USP MSH29(With 10d nails into Girder&10d nails into Truss)or equivalent at 12-5-12 from the left end to conned truss(es)D1 (1 ply 2x6 HF) to front face of bottom chord. 14)Use USP JUS24(Wdh 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 14-4-4 from � � ��i� ;�, the left end to 16-4-4 to connect truss(es)J64(1 ply 2x4 HF) to front face of bottom chord. � �'C � tsT�.�.'� t:;, 15)Fill all nail holes where hanger is in contact with lumber. �S� �i1� 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. �;�f)�i,,�],��''' LOAD CASE�S) Standard Continued on page 2 February 10,2�12 Wcit".NING-LF�s°a�desxt7n.yca.�vtr.af,c:ax ana�;'.F.b.IJ NC�7'ES t7N Z'=if8&.NTEp dAd�'LU➢E£7 XIIT�A' TIi.E.�'ERElsTCE F'3GE A7f1-747,�EtEF�h"E�LTSE. 'i., � Design volid for use only with Miiek connectors.This design is based only upon parameters shown.and is for on indiv�dual building component � Appllcability of desian parometers ana oroper incorporafion of component is responsibility of building designer-not ir�ss a=signer.Bracing shown is ior lateral support of individual web memoers onlY. Additional temporory brocing to insure stability during consiruction is the r=sponsibillity of the ' h As��f,� erector. Additional permanent bracino of the overall structure is ihe�esponsibility of the building designer.For general guidance regarding I 6Yi It � faori..otlon,quality control storo9e.delivery ereciion ond brocing,consuli ANSI/iPll Qualify Crilena DSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 I Satety Informahon avoilabie irom Truss Plate Inshtuie 781 N.Lee Sireet,Suite 312 Alexandria VA 22314 I Cdrus Heiqhts,CA,95610 �,,,u�rrr_r�`�. ��e�e 5€.,��ar,:Der��_ �_r`_r8 tMr r�.�.s;�.,va�iu��:�arr_y��_e'r�e�.ire��€rt'�{��.hr z:.'��e,e��oi�u��c d�c�5F?I�. �I _J Joo 'Truss Truss Type iOry 'P�v (grw)Parr Eve/Tacoma Peoples Builded30 , R34138532 ' ',1202122 I61 CAL HIP i1 2 '' �I , ! Job Reference(optional) JI The Truss Co./Tri-County 7russ, Sumner WA;Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc Thu Feb 09 16:41:59 2012 Page 2 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-_vNwOujAWE7YR3D?HR 14JSC WJEiBsCLwEhlbxzmncc LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Unrform Loads(pl� Vert:1-3=66,5-6=-66,35=-66,2-6=-14 Concentrated Loads(Ib) Vert:10=-687(F)11=-26(F)12=-26(F) ( �,6VbF.1'7PNG-fi�'c€°ifu e��sii7n ymvm<e#r+r^t:a�dA,E3}`1 Nt�TE€C7NT�iI�4�tLr IN�i.tTF3cft�ff£EK k2��EF'EAT�'E F�GE A27I 747"d RB�CkF.E EfSE. i �� .7� Desi n volid ror use on witn M7ek connectors.This desi n is based onl u on arameters shown,and is for an individual buildin com onent. � 9 N 9 Y P P 9 P i Appllcability of design parameters and proper incorporation oi componeM is responsioiliiy of buiiding d=signer-not truss designer.Bracina shown I I ii for iatera;support of individ�al web members only. Additional temporory bracing to insure stabiliiy during construciion is ihe respontibillity of ihe i �R�� erector. Addiiional permanent bracina of ihe overall siructure is the responsibiliry of the building desianer.For a=neral guidonce reaarding EWi �ooricoiion,quality contro�storage,delivery erection and bracing consult ANSViPII Quairfy Cnlena DSB-89 and BCSI Bvildmg Component i 7777 Greenback Lane,Suite 1�9 Safety Informahon availoble from lruss Plate institute 7S1 tv.Lee Sfreet,Suite 312 Alexanana VA 2 314 Citrus Heights,CA,95610 : 5ota;Keee��tte:��'c�r5�',....t .'��t I.._v_.�.S:tiw h d�at,:�..ra�i.,r,;��e%.,tr��3r.�''�e.._i� �`?,�(t..l°,fi'��3r(nut��i......�, SI?eE. I Job 'Truss 'Truss Type j�ty �Ply (gnv)Parr Eve/Tacoma Peoples Builder/30 � �1202122 I B2 CAL HIP ,� I � I R34138533 ', < ' ' I�Job Reference(optionaq �' The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Budington WA 7.330 s Dec 16 2011 MiTek Industries,Ina Thu Feb Q9 16:42:0 0 2 0 1 2 P a g e 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-S6xIDDkoHXFP3CoBr9YJsJkWQ7VIwLbU9uRJ8Nzmncb -1-0-� � 7-10-15 � 1 0 0 ' 10-6-i _ 18-5-0 7-10-15 2-7-2 7-10.15 Scale=1325 4z8= 4a3� � � s.00l�z i ; f �I�$ � � _ 5 1� �' io � / � 6 ax5; 1.Sx4 II ��4= 9x5= 7-4-4 11-0-12 ' 7�4 ' --"— 18-5-0 3'�-8 7-4-4 —_ __ . .— —.__ .. Plate Offsets fXY); 2:0-4-12.0-1-12, 3;0-4-0,0-1-4�,�4;0-2-0.0-1-12�[5:0-2-6.�dg� - __ _ - -- --__— - , - -- LOADING �psf� I SPACING Z_p_p ' CSI �� DEFL -- _ -- _ in (loc) I/defl L/tl � PLATES GRIP TCLL 25A Plates Increase 1.15 ' TC 0°5 ' Vert(LL) -0.13 5-6 >999 360 MT20 185!148 TCDL 8.0 Lumber Increase 1.15 BC 0.67 Vert(TL) -0.28 5-6 >762 240 BCLL 0.0 * !� Rep Stress Incr YES WB 0.12 I Horz(TL) 0.04 5 n!a n!a B�DL 7.0 Code IRC2009/7P12007 (Matrix) I Weight:59 Ib FT=16% -- - --- - LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(5-1-0 max.):3-4. WEBS 2x4 HF/SPF StudlSTD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross 'I bracing be installed during truss erection,in accordance with Stabilizer Installation ouide REACTIONS Qblsize) 5=716/Mechanical,2=802/0-5-8 (min.0-t-8) Max Horz 2=40(LC 5) Max Uplift 5=-57(LC 6),2=-95(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1280l79,4-5=-1288/85,3-4=-1092/111 BOT CHORD 2-7=-41/1094,6-7=-44/1083,5-6=-21/1102 NOTES (11) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Refer to girder(s)for truss to truss connections. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2. 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 fixity model was used in the analysis and design of this truss. 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w!2-t Od nails. ��)fli T 11)All dimensions given in feet-inches-si�cteenths(FFIISS)format. 1 U �' LOAD CASE(S) Standard �y��'' Iz'� G' ��, - `3. �G'. r � � � �p �, 46�_ ' c;� �1.'. �GI�T��Y� +;' �SS�ah',AL�%�'�,�� February 10,2012 G4`t1F..NdNv-Sxt;r°ifs3 siesiqn,pcz}°mxef�and F2.F.6D M87E�CtN TFiIS AN€�IXC3,UDEL)d�7EK:2��ER.E:Sdt'E F�GE A97I-74��73 SEPC)F..�lf�. i �� Design valid for use only with MiTek connecYors.This design is based only upon parameters shown,ond is for on individual building comoonent �. � Applicobility of design paramefers and proper incorporo}lon of component is responsibility of building designer-not}russ ciesignec 8racing shown � is ior loferal support of individual web members only. Additional temporary brocing to insure slability du�ing construciion is the responsibilli}y of}he li `,�E��e�. erector. Additional permanent bracing of the overall sirudure is ihe responsibility of ihe building aesigner.For general guidance regarding � ��f0 '{ fobncahon quahty coNrol,storoge,delivery erection and brocing consult ANSI/TPII�uality Criteria,�SB-89 and BC51 Building Componeni 7777 Greenback l.ane,Suite 109 I � SateYy Information ovailable from Truss Plate Ins}itute.781 N Lee Sireet Suite 312 Alexandria VA 22314. ! Cftrus Hei h � (:�:r6L7cilP,fi -'?I�` Sf'f�F iP'�.`B i3°Ytli�.GP I'"z^c.sC�.,.sd'�..EIP(3 3�b�.`.'S�UL^_�f.;:`t^3C� Ct'�at•{,cE.i`n"!�7�j�^�h 4'4'"�jt pi UR7&8'P�'S°SP�4G', g 15,CA.95610 — — —� Job ITruss �Truss 7ype jOty IPy (gnv)Parr EvelTacoma Peoples Builded30 ' R34138534 I 1202122 !B3 ROOF TRUSS 1 I 1 , +r � _ I �',Job Reference(optionaq ' The Truss Co.i Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc Thu Feb 09 16:42:01 2012 Page t J I D:I NboOxoeQt63XEkC V2yKkUyNq Wv-wl VgRZI Q2rNGgMNN Ps3YPWHrNXsnfl CeOYAsgpzmnca -i-o-o a-ii-z I s-z-e is-s-ia � ia-s-o 1'D-� 4-it-2 4-3-6 4-3-6 4-it-2 --�. Swle=1'31.2 4x4= 4 500 12 1.Sx4� 1.SZ4� 3 5 / . ......._. . .._.. . Z i 6 I / _ �/ / "_ --I �� 3x'o�� 3xe= 'sx6= — —_ 5�z B _ ___ __ _. 18-5-0 528 528 — — _. __ _' I ' — --_�_ ' .-- __ —_ — __ _—_ LOADING (psf? I SPACING 2-D-0 ,' CSI �' DEPL in Qoc) Udefl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 I� TC 029 Vert(LL) -0.15 6-7 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.62 Vert(TL) -0.34 6-7 >649 240 ' BCLL 0.0 ' ' Rep Stress Incr YES WB 029 Horz(TL) 0.05 6 nla nla � BCDL 7.0 ' Code IRC2009/TP12007 (Matrix) � Weight:61 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-4 oc puriins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross I bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 6=722/Mechanical,2=809/0-5-8 (min.0-1-8) Max Horz 2=47(LC 5) Max Uplift 6=-64(LC 6),2=-101(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1388/141,3-4=-1025/86,4-5=-1026/82,5-6=-1424/153 BOT CHORD 2-7=-123/1232,6-7=-104/1275 WEBS 4-7=0/478,5-7=-441/133,3-7=-400/122 NOTES (9) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6 except(jt=1b) 2=101. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 5��1'�% Q �Z � '� �p�, '� xzt,� G N . C�,.. J "`� ,� �f1��Y' .�' ��: ��'f STE�Y� �'S'`�'' ,5��?tt:A.L��''G February 10,2012 W.SRXfNt"T-Ftrit�s�.n'esi�7n pm�efers cznd f2F.ffitl l�)TE�,�tts�T.5Iw.1P'FF>TXGL(JiT7�£7 bIP7F.Y�R��E32�NN�'E F`dGE�77-?47.'�EEfC7�F.E t3SE. �� Design valid for use ony wi}h Miiek conneciors 7his design a bas=d only uoon porameters shown,and a fo�on individual building component �� Apolicabilify o(design porometers and proper incorporatlon of component is responsibili}y of buiidinq aesignei-noi iniss aesigner.Brocinc shown �. is for lo}eral supoort of Individual web members only. Addifional temporary bracing to insure stability dunng cons}ruction is ihe responsibillity ot the I �j��n_� erector. Additional permanenf bracing of the overall strucfure is fhe responsibility of fne building designec For general guidance reaarding �� C�dl {C f�bricafion,quality coniroL sioroge,oelivery,erection and bracing,consulf ANSI/TP11 Quality Criteria,�SB-89 and BCSI Building Component �i, 7777 Greenback Lane,Suite 109 Safety Information ovoilable from Truss Plare tnstitute 781 N Lee Stre 1 Sude 31�Alexandr�o VR 2314 � €�Se�s2h:._ifx'�i€�e S,��r'S�� Ea..EucriQ_..__..su,tt�rcieviy��si�ae..aEti=� m_e_e.�r c�r.�;rt!i..t,,;!.:�5rprctt'��s�d •rS�TtL. � CarusHeignts,Cn.95sio ,Job Truss TrussType iQty IPIy ' (g�)parr Eve/TaCOma PeOples Builded30 �1202122 iC1 CAL HIP II� i�l � 'I R34138535 ', �.Job Reference(optionaq � The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.330 s Dec i 6 2011 MiTek Industries,Ina Thu Feb 09 16:42:03 2012 Pa ge t I D:INboOxoeQt63XEkCV2yKkUyNq Wv-shdRsFnhaSd_wgXm WHSOUxM30KUd7byxrsfzkizmncY �1-0-0� 4-0-0 7-10-15 12-2-1 17-4-it 22-7-5 27-9-15 32-1-1 36-0-0 40-0-0 41-0-0 1-0-0� 4-0-0 ~ 3-10-15 ' 4-3-2 5-2-70 ' S-2-10 5-2-10 43-2 3-10-15 4-0-0 1-D 0 Swle=1:69.9 5� Sz5- Sx8= �4 II S.00 I72 4x4 <x6- LSU2G �� o` 4 5 6 � 23 24 8 25 2G 9 27 10 3r4% � I 3x4� 3 �� I t 2 12 m 'n 13,f m T 4x7= p 21 ?p 19 29 18 30 �� 31 32 16 � � 15 � 14 � bx8= 2v4 I I 4x4= Sx5= 6x9- �z12 MT18H WB = 4z6= Sa5= 4%4= 2y4 I I JUS24 TH026 JUS24 JU524 �_4-0-0 6-i1-7 12-2-i _ 17-<-11 22-i-5 27-9-15 33-D-9 36-0-0 40-D-0 aoo 2ii-� szie -s�io szia T- s-z-io szio�-z-ii- aco __ _ _ __ -- Ptate Offsets X,( Y) �2:0-3-4,0-0-151,[4 0-5-8 0-2-4 5 0_1 12 0-2-4. 9 0 2 8,G�0 - -- _,_j �.[1C_0-3-0 0 2_4], 16 0-1-12,0_2_0] �17 0 2-8,0-2-0] f19:0-4-0 0-3-12i LO 0-1_-12 0 2-D] LOADING �psf� I SPACING 2-0-0 CSI ' DEFL in (loc) I/defl L/d PLATES GRIP ?CLL 25.0 , Plates Increase 1.15 , TC 0.77 Vert(LL) -0.72 17-19 >661 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 I BC 0.85 Vert(TL) -1.34 17-19 >354 240 MT18H 220'195 BCLL 0.0 ' Rep Stress Incr NO , WB 0.53 Horz(TL) 0.17 12 n/a n!a I BCDL 7.0 � Code IRC2009/TP12007 (Matrix) ! Weight:432 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 3-5-7 oc purlins, 4-6,6-10:2x6 HF No.2 except BOT CHORD 2x6 DF 2400F 2.OE 2-0-0 oc purlins(2-11-10 max.):4-10. WEBS 2x4 HFlSPF Stud/STD*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-20,5-19,8-19,9-17,10-16:2x4 HF No.2 OTHERS 2x4 HF/SPF StudlSTD REACTIONS Qb/size) 2=3457/0-5-8 (min.0-1-12),12=3881/0-5-8 (min.0-1-15) Max Horz 2=35(LC 5) Max Uplift 2=-461(LC 3),12=-521(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=7794/1031,3-4=-8258/1149,10-11=-9257/1318,11-12=-8769/1146, 4-5=11839/1726,5-6=-15995/2384,6-7=-15995l2384,7-23=-15995/2384, 23-24=-15995l2384,8-24=-15995/2384,8-2 5=-1 59 2 7/24 5 9,25-26=-15927/2459, 9-26=-15927/2459,9-27=-12862/1988,27-28=-12862/1988,10-28=-12862/1988 BOT CHORD 2-22=-922l711Q 21-22=-922/7110,20-21=-1035/7715,19-20=-1666/11839, 19-29=-2398/15927,18-29=-2398/15927,18-30=-2398/15927,17-30=-2398/15927, 1 7-31=-1 924/1 2862,31-32=-1924/12862,16-32=-1924l12862,16-33=-1200/8643, 33-34=-1200/8643,15-34=-1200/8643,15-35=-1014/8005,14-35=-1014l8005, 14-36=-1014/8005,12-36=-1014/8005 WEBS 10-15=0/374,4-20=-744/4912,5-20=-2683/456,5-19=-762/4817,7-19=-412/136, 8-17=-1061/304,9-17=-542(3568,9-16=-2603/575,10-16=-850/5023,3-22=-343/81, 3-21=-120/865,11-15=-189/917,11-14=317/124 NOTES (18) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as foliows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-7-0 oc. Bottom chords connected as follows:2x6-2 rows staggered at 0-4-0 oc. /F� �{)fl�, Webs connected as follows:2x4-1 row at 0-9-0 oc. � � J� 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply ��F�� C to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. .�� 'G f 3)Unbalanced roof live loads have been considered for this design. �F- 1 4)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; �+ '� cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 - 5)Provide adequate drainage to prevent water ponding. 6)All piates are MT20 plates unless otherwise indicated. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. � � - 4� , 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide �� GjSTL-:�� j will fit between the bottom chord and any other members. S 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) `�`�'jQ,�f(�L�;?�� 2=461,12=521. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and Contt��@�1ard ANSI/TPI 1. February 10,2012 I �,€i?&FtNfldG TF�nfip d�si�r.pmraer¢eErra ancl�".f3fi1?N<�TES UNY;�iIS�.A�"£�INCLUDErt�Yi7'�..F:TZE.�EA.�'CE Fb�GEf'I€F-74Td E�EtF".E CISE. � �� Design valid for use only wifh MiTek connectors.This design is based only upon param=le�s shown,ond a for on individual building component. '� � Appl cability of desian poramefers ana oroper incorporation of componenf is responsibiii}y of building d=signer-not truss aesigner.Bracing shown ' is for loterol supporl of Individuol web members only. AddiYional temporary brocing to insure stability dunng consiruction is}he�esponsibillity oF}he i �° i erector. Additional permonent bracing of}he overoll structure is tne responsibiliry o`ine building aesigner.ror general guidonce reaarding I ��g��( fabricalion.qualiiy conirol,storage,deiivery.=recfion ond bracing,consuit ANSI/TPII Quality Criferia,DSB-89 and BCSI Building Componenf � Safe�y Inbrmation ovoilobie from Truss Plote Insirtute,781 fv Lee Street Suite 312 Alexandna VA�2314 7777 Greenback Lane.Suite 1Q9 L I`itt3he3 �"�C �Fat'�� 3°9YLtiti��,_�t��.�3�8F� de,�tLy 't�fUr_3PC;�?��3_ ._�._Ei+a L�i2'PS1'4^ahr �_S"a^�lp7Ui°�Ct ��,�YSP;P:. �� ComsHeights,CA,45610 � ,lob , iruss Truss Type Ipty IPry I �g�)parr Eve/Tacoma Peoples Builded30 � �11202122 iC1 CAL HIP R34138535 ! . i I1 I 2 �i �Job Reference(optional) The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek industries,Inc. Thu Feb 09 16:42:03 2012 Page 2 I D:I NboOxoeQt63XEkC V2yKkUyNq Wv-shdRsFnhaSd_wgXmWH50 UxM30KUd7byxrstzkizmncY NOTES (18) 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)Use USP THD26(With 16d nails into Girder 8 NA9D nails into Truss)or equivalent at 18-5-12 from the left end to connect truss(es)D2(1 ply 2x6 DF) to front face of bottom chord. 14)Use Simpson Strong-Tie LSU26(6-10d Girder,S10dx1 1!2 Truss)or equivalent at 31-11-4 from the left end to connect truss(es)J88(1 ply 2x4 HF) to front face of top chord,skewed 0.0 deg.to the left,sloping-22.6 deg.down. 15)Use USP JUS24(With 10d nails into Girder&10d naits into Truss)or equivalent spaced at 2-0-0 oc max.starting at 33-11-4 from the left end to 37-11-4 to connect truss(es)J86(1 ply 2x4 HF) to front face of bottom chord. 16)Fill all nail holes where hanger is in contact wtth lumber. 17)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)236 Ib down and 125 Ib up at 20-0-0,236 Ib down and�24 Ib up at 21-11-4,236 Ib down and 124 Ib up at 23-11-4,188 I!�down and 110 Ib up at 25-11-4,and 235 Ib down and 123 Ib up at 27-11-4,and 175 Ib down and 102 Ib up at 29-11-4 on top chord. The designlseledion of such connection device(s)is the responsibility of others. 18)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-4=66,10-13=-66:4-10=-66,2-12=-14 Concentrated Loads(Ib) Vert 18=-39 9=-235 16=-35 14=-39(F)23=-236 24=-236 25=-236 26=-188 27=-175 28=-175(F)29=-2142(F)30=-39 31=-39 32=-3°33=-39 34=-39 35=-39(F) 36=-39(F) �6dFF�RNING�V nfy.desia7r;pmzarractezcc and REd.t�NC)7ES CxNT T.RifS 6NZT IN%LUt7F'SJ.6,.er7'EK R�FEfCENr"E F"�Crc.A2$1T-74 i"3£�EFC)k�CISE. I �� Desian volld for use only wiih MRek conneclors.This d=sign is based only upor.parameters shown,and is for an individual building component. � �' Applicability of design pai�meters and oroper incorpora}ion of component is responsibilify of buildino designer-not trun designer.Brocing shown i Is for loferai supporf of individual web members only. AddiYlonal temporary bracing to Insure stooility aunng consirucflon is the responsibillity of ihe ��,. erector Additional permaneM brocing of ine overall s}ructure is}he responsibiliry of ine building designer.For g=nerol ouidance regarding Safe c�informafiolo oo�nll�!,siorage d=live� ereciion and orocing consuli AN51/TPII Ouality Criteria DSB-89 and BCSI Building Componenl 7777 Greenback Lane,Suite 109 I ty ble from 7russ Plate Inshtufe 781 N ee Sireei,Suite 312 Alexandna VN 22314 II Citrus Heighis,CA.95610 ;r S€i.�fleE...��g .,F z�e a��w. u,:�t�ri�____,�:_s=h c3..�s�:r��i�eas�rr_-��„_r�f��+.��.=r Cse..,�(t4i�,.._�.d e�r 3ra}��5��:^=t�SPdC. � Job ,Truss i�Truss Type IQty IPIy � (grw)Parr EveiTacoma Peopies Builder/30 R34138536 ', 11202122 iC2 ICAL HIP 1 1 I • - ' !Job Reference(optionaq '� The Truss Co./Tri-Counry Truss. Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industnes,Inc. Thu Feb 09 16:42:12 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-SPgrkKuKS Dmi V2jW gl7 LrEaZyYWkjAFvl LuZhzmncP ,�-o-o, s-o-o s-io-is i6-s-� 1-U-U b-D-O � 4-10-15 �_ � � — Z3-6-9 — 30-1-1 I 35-0-0 i 40-0-� 4L0-0 8 �-�-3 6-6-8 4-10-15 5-0-0 1-0-0 Swle=1:69.9 Sx8� 3z8= 1.Sx4 I�i 3x4= Sx8� ol SW� 4 5 6 � B 3x4 i � 3c6� �., 3 I , 9 c�� i z io n�Q 4x]= 18 77 i6 �S 14 13 12 4x]_ . _.i 5u4 I I..__.___. 3x4= 4z8— 3x10 MTiBH= 4X4 3r4= 1.Sx4 I I 5-G� 5�_4 _ 16-5-7 23-6-9 3G7-12 35-G-0 40-0-0 ' S 0 0 � <4 4 -3 ' 7 1 3 ;-1 �� d-4-4 ' S-p-p --� -- _ — _' -- ". '_ — _ _.. _°late Offsets(X,Y�: �2:0-0-10,Edge]j4 G-4-0.0 2 0, 8:0-4 0,0 2_0l,[10:0-0-10,Ed e, 14 0 1-12.0-1_1�16:0-2 8 0-2-OL __ i -- -- - -- - ---- -- __ _ -- __— LCADING (psf) ' SPACING 2-0-0 CSI i DEFL in Qoc) Udefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.87 �� Vert(LL) -0 48 14-16 >980 360 ' MT20 185/148 TCDL 8.0 II Lumber Increase 1.15 BC 0.87 Vert(TL) -0.95 14-16 >500 240 MT18H 185/148 BCLL 0.0 ' Rep Stress Incr YES � WB 0.27 ' Horz(TL) 0.27 10 n!a nia BCDL 7.0 I Code IRC2009/TP12007 � (Matrix) , i Weight:158 Ib FT=16% - — - - LUMBER BRACING TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purli�s, 4-5,5-8:2x4 HF 1650F 1.5E except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(2-2-0 max.):4-8. WEBS 2x4 HFlSPF Stud/STD`Except' BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. 4-16,7-16,8-14:2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1663/0-5-8 (min.0-2-12),10=1663/0-5-8 (min.0-2-12) Max Horz 2=42(LC 5) Max Uplift 2=-140(LC 3),10=-140(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3501/274,3-4=3213/297,8-9=-3213/297,9-10=-3501/274,4-5=-3953/412, 5-6=-3953/412,6-7=-3953/412,7-8=-3953/412 BOT CHORD 2-18=-220/3143,17-18=-220/3143,16-17=-215/2936,15-16=-333/3953, 14-15=-333/3953,13-14=-205/2936,12-13=-208/3143,10-12=-208/3143 WEBS 4-17=0/262,8-13=0/263,4-16=-146/1292,6-16=-489/132,7-14=-543/134, 8-14=-147/1291 NOTES (11) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;S5mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) SU{}1'�7 2=140,10=140. �� ,G 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and G (} �"� referenced standard ANSI/TPI 1. ,�� - 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss f.� J 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w!2-10d nails. t t)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard " �,� l,j�.4b�- <+� .� ci�Te�Y � ��f��r,�1.1.�%��,� February 10,2012 I ,�ccF�RNrrtG�ve�f e aes��aa p zszrm�t:aa�s anct rf�'.b.Bl+fra2�S oN THts B.FvTi a.tr?�LCm.�L+t�x a2�i�E�.•E�"�GE A�t-?�r 73£,EFCt�'.:'d.ISE. �'. �� Design volid ior use only with M7ek connectors.This design is based only upon parameters shown,ond is for an indivdual buildina componeni. �� Applicability of design paromeiers and proper incorporatlon of component is responsibilify of buiiding designer-no'fruts aesigner.Bracina shown I is for lateral suppori of Indlvidual web members only.Additionol tempor�ry brocing to Insure siability during consiruction is the responsibillity ot}he [�q�° erector. Additional permoneni bracing of the overali structure is the responsioiliry of tne building designer.For general ouidance regardinp � ��+'�[��{� fabricotion,quality con}roi,stowge.delivery,erection ond Dracing,consuB AN51/TPI7 Quality Cdteria,DSB-89 and BCSI Building Componenf 7777 Greenback Lane,Suite 1�9 Sofety Info�mation ovoilable from Truss Plate Insfituie,781 N Lee Sireet Sude 312 Ale�andnc VA�2314 Cdrus H=ights,CA,95610 �U SE,t�.hnr�:��:s�ar 9€"��zd�afx:f��__.<.s�,� �_s�;��&Idx,r�rc��_e,,�w�M_��,€e�4t L :;.:s�:�r�irr�{:tia��,�;�, SP�. Job ,Truss iTruss Type j�ty �Pry � (grwjparr Eve/Tacoma Peopies Builder/30 ,?202122 C3 CAL HIP 11 , 1 II R34138537 'il Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek industries,Inc. Thu Feb 09 16�42:13 2012 Page t ID:INboOxoeQt63XEkCV2yKkUyNqWv-acEDyguyDXuZ7CIh6NHMu2np3Mv3T9dP8P4V57zmnc0 �1-0-0�. 6-0-0 11-10-15 17-1-7 I 22-70-9 2&1-1 34-0-0 40-D-0 41-0- 1-0-0� 6-0-0 5-10-15 � 5-2-8 5-9-3 5-b8 ' S-10-15 ' 6-0-D -0-0 Scale=1:69.5 Sa9% 1.Sx4 li 3x4= SxB� . q o � 5.00 12 3x4� 3v4� � 3 B rti Ji Jdii i � / I 2 V I 9 � _ _ ��Ic ° o 4z7= 17 16 15 14 .. ..__�3._.._ ..... 12 11 9x7= 1 Sxa I I 3x4— 3z8= 4x� 3z5= 3x4= 1.Sx4 I I _ 6-C-0 113-4 77-i-7 2�-10-9 2&-'-i2 34-�-G 40-0-0 ' 5_p_p . 5�_< 5.g_3 _-5_5_� —__ S_5_3 . -5 4 4 -- 6 , I DO Plate_Offsets(X,Y1 __L2:0-0-10,Edge],�4:0-4-0.0 2-4�_[7:0-4 0,0_2_4_]_[9 0-D-10.Edge]_�15:0 2-8,_C-1-8L_ __ _ LOADING (psf) I SPACING Z_p_p � CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 � Plates Increase 1 15 II TC 0.63 I Vert(LL) -0.40 13-15 >999 360 MT20 185/148 TCDL 8.0 , Lumber Increase 1.15 BC �JS 'I Vert(TL) -0.77 13-15 >614 240 BCLL 0.0 ' Rep Stress Incr YES I WB 0.32 Horz(TL) 025 9 n/a n!a BCDL 7.0 I Code IRC2009/TP12007 (Matrix) ', , Weight:163 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 HFlSPF Stud/STD'Except' 2-0-0 oc purlins(2-8-0 max.):4-7. 4-15,6-15,7-13:2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with 'i Stabilizer Installation quide. REACTIONS (Ib/size) 2=1663/0-5-8 (min.0-2-12),9=1663/0-5-8 (min.0-2-12) Max Horz 2=49(LC 5) Max Uplift 2=-139(LC 5),9=-139(LC 6) FORCES Qb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3493l239,3-4=-3020/259,7-8=-3020/259,8-9=-3493/239,4-5=-3268/318, 5-6=-3268/318,6-7=-3268/318 BOT CHORD 2-17=-186/3134,16-t7=-186/3134,15-16=-164/2730,14-15=-223/3268, 13-14=-223/3268,12-13=-154/2730,11-12=-172l3134,9-11=-172/3134 WEBS 4-16=-0/301,7-12=-0/301,4-15=-92/848,5-15=-396/106,6-13=-476/109, 7-13=-92/850,3-16=-442/108,8-12=-442/108 NOTES (10) � 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any other iive loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=139,9=139. 1 ��)fl�`�t �, 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and �� ,A,�Z�f �G, referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. %,,�' �G' 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-1 Od nails. ` 1 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. - '� LOAD CASE(S) Standard � � 46�. ' :;, �r^�. �rTST�.It�' 1 :s��AL�N�, � February 10,2012 I �W9FdNINt"r-l�erify desi�7rz Fm�rrttstr.rz:Qnd FF3t7 7�Tf1TE�;C7N T'Fil�6.TAL+IJ�'L�iDEf1 P�"v fEf�:R�FEP.Efy?�:.E F�GE fY,�if-74T3 E�F`�kF.E£T�. I �� Design valid for use ony witn Miiek connectors.This d=sign Is based only upon parameters shown,and is for an individual building component II �� I� Applicability of design parometers and oroper incorporafion of component is responsibility of building designer-nor truss designer.Brocing shown is for lo}erai svpport of individual web members only. Additional temporary brocing to insvre siability during construcfion is the responsibillify of ihe I ��,. erectoc Addifional permaneM brocing of}he overall siruc}ure is ine responsibiliry of ine building designer.for genewl guidance�egarding �i � fabncof on,quoldy control,storage,delive� redion and brocing,consuli ANSI/TPI7 Oualrfy Criteria DSB-69 and BC51 Bullding Component � 7777 Greenback Lane,Suite 109 I Safely Inbrmation available from Truss Ploie Insftlute 78 N Lee Sireet.Suite 3 2 Alexandria VA 22314 I Cdrus Hei hts,CA.95610 L =�:��u.r ern��:� .5P,.t,�SF°„.:a.t��r i:,�c�,_c.�.,�a.�:r�e r��s.:€�:��Ise�.�eF•?h�sr e`t�cti?r�G.,f�t'2�7.P c�,�:��:��e qioi:�os•�c�s�SPIE. 9 ',Job 'Truss TrussType IQty �Py (grw)Parr Eve/Tacoma Peoples Builder/30 R34138538 1202122 IC4 CAL HIP I� ' 1 �'i ' - � I I � ��Job Reference(optionaq �� The Truss Co./7ri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:15 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-W_LzNMwC188H M WR4DoJqzTsS?AaZx?TicjZbAOzmncM ,i-0-0+ 7-0-0 _ 13-10-15 20-0-0 26-i-i � 33-0-0 I 40-0-0 41-�-0 Y-0-O 7-0-� ' 6-10-15 ' 6-i-1 6-1-1 6-10-15 7-0-0 �1-D-0 Swle=1_69_9 5%8� 1.Sr4 �I Sz8� I 4 5 6 5.W ,2 I 3z4 i 3x4� o�' 3 � � i � -� 2. ,. - 8 9 Id. I d _ .. .___... . 4x�= t4 13 12 11 10 . .. _......_. 4K]— 1.Sx4 li 3x4- Sx8= 3u4= 1.Sx4 I —__ ;-o-e ia�-a _ zo-o-o ze-�-iz s;-o-o ao-o-o - -- --- i-0-0 6i 4 � 6-7 12 6-i-12 6.¢4 ' ;-p-D ?Iate Offsets(X Yj 2:0-0-10,E�e, 4 0-4-_0.0-2_4116A-4-0 0-2-4�_�0 0 10.Edge]�12.�-4-QO-3-�_ ----- - - - - - - - - -- ---- - — - — i-- - — - LOADING (psf) ', SPACING 2_p_p �, CSI I DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 ' Plates Increase 1.15 ' TC O.So Vert(LL) -0.35 12 >999 360 MT20 185/14& TCDL 8.0 ' Lumber Increase t15 il BC 0.85 I Vert(TL) -0.68 12-13 >701 240 ' BCLL OA * , Rep Stress Incr YES WB 0.62 I Horz(TL) 024 8 n!a n!a '' BCDL 7.0 Code IRC2009/TP12007 (Matrix) Weight:159 Ib rT=16% LUMBER BRACING TO?CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(2-2-0 max.):4-6. WEBS 2x4 HF/SPF StudlSTD�Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,6-12:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with � Stabilizer Installation quide REACTIONS (Ib/size) 2=1663/0-5-8 (min.0-2-12),8=1663/0-5-8 (min.0-2-12) Max Horz 2=56(LC 5) Max Uplift 2=-149(LC 5),8=-149(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3461/232,3-4=2836/219,6-7=-2836l219,7-8=-3461/232,4-5=-2656/256, 5-6=-2856/256 BOT CHORD 2-14=-202/3100,13-14=-202/3100,12-13=-113l2539,11-12=-103/2539, 10-11=-147/3100,8-10=-147/3100 WEBS 4-13=-2l371,6-11=-2/371,4-12=-6V607,5-12=-475/129,6-12=-61/607, 3-13=-615/134,7-11=-615/134 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding t00 Ib uplift at joint(s)except Qt=1b) 2=149,8=149. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and $C)(}�; referenced standard ANSI/TPI 1. �t�L �A � �t�t 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �iF S �' 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. ri,�' �`-�=` 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. �t' j LOAD CASE(S) Standard - ro � � $6� , tti`�' ��'. �G15TGRY' �, �'S`��??ir A j,��"C,��' February 10,2012 �&i$P,.,.6Ri�G�vert,f"a�r£��+7F�Fear�nr�e�.�^.Qnii REStT hFC)7'ES o�7'HIS 6:N'T7 rrs�"LUr33E,.'�,�17TFJ�rLT`sf'ERE.n''�'E F"�G�:A2rf-7�}73 Ef,�`i`i7I'cE LISE. '� -- � RSi� 6: LJ I Desian valid for us only wiih Miiek connectors.This design is based only uoon paramefers shown,ond is for on individual building component. Applicability of design porometers and prooer incomoration of component is responsibiiity of building designer-not truss designec Bracing shown i is ior laferal supporf of individual web members oniy. Additionol temporary bracin�to insure stobilify dunng construction is ihe responsibillity of the c w��e_.. =redoc Addiiional permonenf bracing of the overoll siruc}ure is}he responsibility of fhe building desiqne:.For general guidance r=gardinc 'I I�.dI IC . labncation qualrty ontroL storag delive� erection and bracing consult ANSI/TPI7 Qualiiy Criferio DSB-89 ond BCSI Building Componenf �� Safety Inbrmation avoiloble from iruss Plote Ins}rtute 761 N Lee Sireet,Suite 3 2 AI xandna VA 22314 ' 7777 Greenback Lane,Suite 109 i �"Sf li�iCf�3:-r^!�' �P i+!'Sb.'�, �°}�C*'i��....£'s �_9.Yk' d�3:'si�'`=fflllrg�8Y6--`�`t 3_c,ti�C'b, t.��`f�{!�i C}k.�,.:",�P 6rbP�4.cYt'C ul�Sf�'If�. I Cdrus Helghts.CA.95610 _ -- __ _ __- – .— ._ _— -- ,Job Truss �7russ?ype IQ[y jPly ' (grvv)ParrEve/Tacoma Peoples Builded30 1202122 �ICS ICAL HIP I� R34138539 j I1 I 1 I _� I Job Reference(optionaq The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc Thu Feb Q9 16:42:16 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-_BvLai�crWSGB_gOGn Wq3VhPJ HavwgMKrqNJ9iSzmncL ,t'�'�� 8'�'0 15-10-15 20-0-0 24'1'1 32-D-0 40-D-0 41-0-Q 7-0-0 8-0-0 7-10-15 ' 4-1-1 � 44-1 740-15 ' g_p_p i_p_p' s�ie=t:s9.s s.e% 1.Sx4 II Sze� � 4 5 6 j 5.00 12 i 3x4 i I � 3z4� 0 3 7 � �j�I I2 8 I I� 9 I� ia 4x�- I3 12 11 10 4x7= 1.Sx4 II 3x4= Sx6= 3x4= ;.5xa II 8-0-� 15-4-4 _ 20-0-0 24-7-12 32-0-0 40-0-0 _.—.--__ __ - 8-0-0 —� '-5 a 4;12 4-7-12 7-0-4 � g{,_p � —_ _ ' — __ __ -_' Plate Offsets x,Y): [2:o-o-io,Eda� ra o-a-o,o z al�q-4 c o-z-a�._�s o o_�o.Ea�_��2:o a o,o-s-o�__ LOADING �psf) SPACING 2_p_p ', CSI ' DEFL - – in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 ' TC OJO Vert(LL) -0.30 12 >99g 360 MT20 185/148 TCDL 8A Lumber Increase 1.15 BC 0.90 , Vert(TL) -0.58 13-14 >824 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.97 ' Horz(TL) 024 8 n/a n!a BCDL 7A CodeIRC2009/TP12007 � (Matrix) Weight:1641b FT=16% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-6:2x4 HF No.2 except BOT CHORD 2x4 HF No2 2-0-0 oc purlins(3-5-9 max.):4-6. WEBS 2x4 HFlSPF Stud/STD*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,6-12,3-13,7-11:2x4 HF No.2 i MiTek recommends thai Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation quide REACTIONS Qblsize) 2=1663/0-5-8 (min.0-2-12),8=1663/0-5-8 (min.0-2-12) Max Horz 2=62(LC 5) Max Uplift 2=-159(LC 5),8=-159(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3422/252,3-4=-2645/195,6-7=-2645/196,7-8=-3422/252,4-5=-2451/195, 5-6=2451/195 BOT CHORD 2-14=-221/3058,13-14=-221/3058,12-13=-78/2342,11-12=-53/2342,10-11=-159/3058, 8-10=-159/3Q58 WEBS 4-13=-12l412,6-t 1=-12/412,4-12=-37/400,5-12=-295/79,6-12=-37/400,3-14=0/283, 3-13=-786/157,7-11=-786/157,7-10=0/283 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1 OD Ib uplift at joint(s)except(jt=1b) 2=159,8=159. S(}�� 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and C �,� 4�G referenced standard ANSI/TPI 1. S�I� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. G'-. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. g, 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. . !'�., 2 LOAD CASE(S) Standard _ �� ,4659 c;, � �XSTE�-' � ��S�O.i�'.AL�%��s� February 10,2012 64`.�PP.NZNti-Fex°Ifu cfeseor;gu.�azeree.trrs.eant�'P�E&t�Nf�7'�S ON TXfS dF£f�e dNt'LCZR£�.eF.d9`iZElC12E.�EF?E.�a*L'��F.4Cr.�hYIF-74�7'3£�EP��1s:E�LTSE. �I �� Desian valid for use only wi}h MiTek connedors.This design is based only upon pa�ameteis snown,and is ior an individual building componenf. j i Applicabili}y of d_sign parometers ond prooer incorporofion or componeM is responsibility of building designer-no`}russ designec&acing shown `v is ror ioteral s�pport of indlvidual w=_b members only.Additionol temporary bracing to Insu�e stability aunn�consiruction is}he responsibilli}y of fhe I erector. Addifionol perman=nt bracing of the overall structure is the�esponsibility of fhe buitding designer.For generol guidance regarding ,� ��(� fabncatron quolrty coniroL storage d_livery erection and bro,.ing consult ANSI/iPll pualdy CrNeria DSB-89 aod BCSI Building Component 7777 Greenback Lane,Suite 109 Saiely Information avoilabie trom Truss Plafe Inshtute,781 N Lee Sireet Suite 312 Alexantlno VA 22314 � ('��s hwi m:��E�,�F�e s�N-�.t�.:+t�_�.��.-sc3,tt�c des.�a?=a�lu�,��zr��,he c e„4;..:n.e t,`&4�F'�£t#'a t r,�_::�.;�i pr�ner€.°c'=€ SRtf�. carus Heights.Cn,sssto �Jon �Truss ;7russType c1�y IPIy , (grw)Parr Eve/Tacoma Peopies Builded30 I '1202122 �C6 CAL HIP � ' � j R34138540 ' � I I 'Job Reference(optionap The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 76 2011 MiTek Industries,Inc. Thu Feb 09 16:42:17 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNq Wv-SNTjo 1 xTHmO?bqbSLDL12uxTNzH FPuO?312iEuzmncK .1_0-0 6-2-10 11-9-7 17-70-15 22-1-1 I 28-2-9 33-9-6 40-0-0 41-0-0 1-0-0 6-2-10 �' S-6-13 ' 6-1-8 42-2 6-1-8 5-6-13 6-2-10 y 0-0 Scale=1:70.8 Sx8% Sx5� S00�72 6 � 3x4 i 3x4\ 3x7� 5 B 3x7� 4 9 ml�l� 3z4% 3x4� g i �d 10 I' l 2 I I � II I 11 I dT ��a� 4x7= 19 18 1� 16 15 1S c 1.5x< I� 3x4= 3xc— 4x6= 3xB= 3x4= 1 Sxc II 4xi— 6-2-10 it-S-7 _ 17-4-4 22-7-12 28-2-5 33-9-6 40-0-D _ E-2-10 5-E-13 5-b-13 —�—5-3-8 � 5-0-13 _ __' _ 0 2 1C ' —�, =P'ate Offsets(X,Y): f2.C-0-14.Ed9e1.[6_0-4-0.0-2-�7:0-2-4.0-2-5�.�11:0-0-14.Ed9e1 ----- -- i - — - — ---._ —..--— — _ -- LOADING (psf) SPACING 2_0-0 �� CSI DEFL in Qoc) I/defl Ltd PLATES GRIP TCLL 25.0 ', Plates Increase 1 15 i TC OJ4 i Vert(LL) -0.35 15-17 >999 360 NiT2D 185/148 TCDL 8.0 'i Lumber Increase 1.15 BC 0.83 Vert(TL) -0.65 15-17 >731 24p ' BCLL 0.0 ' ' Rep Stress Incr YES WB 0.68 Horz(TL) 024 11 n/a Na BCDL 7.0 Code IRC2009/T°12007 ' (Matrix) � Weight:174 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 HF/SPF Stud/STD'Except" 2-0-0 oc purlins(3-5-10 max.):6-7. 6-17,7-15,6-15,5-17,8-15:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15 IMiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with Stabilizer Installation quide. � REACTIONS (Ib/size) 2=1719/0-5-8 (min.0-2-13),11=1712/0-5-8 (min.0-2-13) Max Horz 2=69(LC 5) Max Uplift 2=-167(LC 5),11=-167(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3616/274,3-4=-3081/229,4-5=-2954/248,5-6=-2548/212,7-8=-2528/211, 8-9=-2937/248,9-10=-3064/229,10-11=-3599/274,6-7=-2262/216 BOT CHORD 2-19=-258/3243,18-19=-258/3243,17-18=-170l2781,16-17=-70/2278,15-16=-70/2278, 14-15=-101/2765,13-14=-189/3227,11-13=-189/3227 WEBS 6-17=-42/602,7-15=-21/559,6-15=-274/216,10-14=-526/98,8-14=0/328,5-18=0l329, 5-17=-657/131,8-15=-660/131,3-18=-526/97 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) ��,1 S��V �� 2=167,11=167. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and {1��`A j,��c referenced standard ANSI/TPI 1. ��. G� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� p, 9)Design assumes 4x2(fiat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. '2. 10)Ali dimensions given in feet-inches-sixteenths(FFIISS)format. - LOAD CASE(S) Standard r4 � � � � .. �'•'��'GXSTE��,�5'`� `5��-?��:AL 4%ra February 10,2012 i ,�fp 44'BRNING��erifu�'��;,a�r,.pcs.�°axrrse.ters and RF.dtJ h477'��txld TfifS 6NL>dN�'L,Ct2?EU�TEKK...EFtE.h�`E ��, �� • �� h�" F'�t'rE€/1€L-7�r73€E��f:E LPS�. D>sian volid ror use oniy with MRek connectors.Tnis design is based only upon parameiers shown,and is for an individual buildln�comoonent. I Hpolicability of d=5ign paromel=rs and proper incorporotion of component is responsibili}y oi buiiding oesianer-no}iruss designer Brocing shown t� I is for lo}eral support of Individual web members oniy. Aaditionol temporary bracin�to insure stability dunng consirucfion is ihe responsibilli}y of ihe i erecfor. Hdditional permanent bracing of ihe overall strud�re is}he�esponsibiliry of ihe building designec For general quidance regarding �f��{� fabncation quaht conirol,storoge,delivery ere tion ond brocing,consuli ANSI/TPII Quahty Cdteria,D58-89 and BCSI Building Component � I Salefy Inbrmolion a oiloble vom Truss Plate Institu}e 781 N Lee Sireet Sude 312 Alexandno VA 22314 7777 Greenback Lane,Suite 109 � _I`Sc�.�tE�e��.^:�€ SP�e�F;>. a�,b�e i�e_�_t.a�*�„�he cleae,��:°.�lurs�n-�� sc e'� -€ tF,.�=I2tkR2 @,?.�4.��a.q�ra��s.:�^��5Pt6. Carus Heigms.cn,s5sio -- - -- ---- -- ,lob 7russ Truss Type iQty IPIy ' (grw)Parr Eve/Tacoma Peopies Builded30 R34138541 , I 1202122 I C7 ROOF TRUSS 2 I 1 '�, - � i ! 'i Job Reference(optional) '' The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:18 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-wZ16?Ny523WsDzAevxsXb6UbnNcu8QR81hoGmKzmncJ �1-0-0 7-1-3 13-6-10 2D-D-0 26-5-6 32-10-13 40-0-0 1-0-0 _p_�' o � �_�_3 6_5_6 6 5 6 . 6 5 6 , 6 5 6 7 1 3 4 0 0 Srale=1:6�.4 5z5= 6 I 5.00 112 3z4� �y� 5 7 3x8% 3z8� �' 1.Sz4�� 4 8 u:a�� 3 g � 2 / _.—. ..-_.. / / � � �o 'ap i -- _ o� i�� 3x1G= id to �6 13 i� ia iz 3x4= — Sx�_ �x<— 3x1C= � iG-3-14 2C-0-0 - C_J.�4 — _ _ -- 25'8'2 40-0.0 y$` 9'$-Z 10-3-14 —_ ___'_-_— — '_ — . — —�_ � Plate Offsets;X,Y�___f2:0-10-4A-0-1D1:[10:0-10-4.0-0-10�.[13_G-4-8.0_3-�_ - —-- _ -- --- -- --- - - - -- - __ _- - - -------— LOADWG �. — --- --- _ — _ (psf) SPACING 2_0_p � CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25 0 j Plates Increase 1.15 I TC 0°5 Vert(LL) -0 49 12-13 >970 300 ' MT20 185/148 TCDL £.D ! Lumber Increase 1.15 BC 0.81 �I Vert(TL) -0.83 12-^3 >�?0 240 BCLL 0.0 * Rep Stress Incr YES WB 0.35 ' Horz(TL) 021 10 n;a nla BCDL 7.0 Code IRC2009/T�12007 ', (Matrix) ' Weight:153 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD`Except" WEBS 1 Row at midpt 7-13,5-13 6-13,7-13,5-13:2x4 HF No2 MiTek recommends that Stabilizers and required cross I 'I bracing be installed during truss erection,in accordance with I Stabilizer Installation auide. J REACTIONS (Iblsize) 2=1780/0-5-8 (min.0-2-15),10=1780/0-5-8 (min.0-2-15) Max Horz 2=-79(LC 6) Max Uplift 2=-176(LC 5),10=-176(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3714/313,3-4=-3360/252,4-5=-3210/274,5-6=-2364/220,6-7=-2364/220, 7-8=-3210/274,8-9=-3360/252,9-10=-3714/313 BOT CHORD 2-14=-298l3331,14-15=-181/2740,15-16=-181/2740,13-16=-181/2740, 13-17=-102/2740,17-18=-102/2740,12-18=-102/2740,10-12=-219/3331 WEBS 6-13=-78/1360,7-13=-869/173,7-12=-14/584,9-12=-417/146,5-13=-869/173, 5-14=-14/584,3-14=-417l146 NOTES (8) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=176,10=176. 6)This truss is designed in accordance with the 20Q9 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. ` S()Q,�T � 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �t� '{-' 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. t' ��F�'�� , G' LOAD CASE(S) Standard ��` J � �, 46� �,�e �� x�rsTe�� ' ��°��a�.��'�'� February 10,2012 I6G8R}y7NG-P•zz;�i#desz4r,pcuuan=*tcrs eancf RE.�R4 tT£w CkN 3'::'I�BNLr IN�bUDEU�`i"EA' '�'�ft�ll�'E F.3GE t�It-T473 SF�`Ct�`.E C7SE. I �� Devgn volid for use only with MTek connectors.Thls design is based only uoon porametea shown,ond i;tor on indiviaual building component � �tl. Applicability ot design parometers and proper incorporation ot component is responsibility of building designer-no�truss designer.6racing shown is for ioteral supporf of individual web members only. Additionol temporory b�acing to insure stability dunng construciion is}he resoonsibiility of ihe li ��{ ere tor Additionol permanent bracing of ine overoll slructure is ihe responsibiliry of the building designer.ror general guidance regarding p�{�� (abn at on quoli}y contro6 storog..,delivery erection ond nra ing consult ANSI/TPII Qualdy CrHena DSB-89 and BCSI Buiiding Componenf Svfety Informofion availobie from Trvss Plate Instdute,78 � Lee S}reet,Suite 31 Alexandrio VA 22314 7777 Greenback Lane,Suite 109 � a��:Lt�hf'i,'��bAY€.SF�5f Sk�'„ S5'Ft3's�t"IS S,.e�,.�..,F'�i19r d .,��,i'FxIU'�J3e7P�tF9...s_E�`tLk?Y�_tC+:4'�09t i±;.�,;�� rl JI:n3,�.�;h4 S�IG�. , C�rus Heights.CA,95610 .loo Truss iTruss Type �Qry IPiy �g��parr Eve/Tacoma Peoples Builder/30 �,1202122 iC11 iROOFTRUSS �� i � I R34138542 , _�,__� I Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR!Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:05 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-p31BGxox64ui9 g9ei7UZMSS986TbSXElA84pbzmncW ,1-D-0�_ 4-i-12 6-ii-7 7 10-15 72-1-4 77-4-7 22-7-9 I 27-10-12 32-1-1 33-0-9 35-10-4 40-0-0 -�1--0-� 1-0-0 4-1-12 2-9-71 -11-8 4-2-5 5-3-3 53-3 5-3-3 � 4-2-5 6-11-8 2-9-11 � 4-1-12_ 1-0-0' Smle=1:69.9 svecei sae��ai 6�� 2t4 II SxB= 4x8= �e4 li 4rz9= LSU26 5 W�2 LSU26 4 24 5 25 6 26 2� 28 29 8 5�\ i 30 31 9 3z 10 3s4% i � 3 3x4� ��il I 11 2 4 4 � 12 13�� 4x8% 3E p 35 2t 35 3] p 38 39 19 40 18 41 �� 42 43 16 44 45 15 46 14 47 4ze� _ JUS24 �4 I 4x4- 9x5= �e II Sx15 MII16= .4%8. ..._ �4 II 4z8= �4 �I JUS24 JUS24 J11524 � JU526 JUS24 4-1-'2 6-it-7 72-1-4 17-4-7 . <2-7-5 2i-1C-i2 33-0-9 35_70-4 40-0-0 " . 4-1-1<" � 2-9-ii ' S-1-12--+- 5-�.3 .'-_.'�_3 3 ' '_- 5.3_� '-_ 5-1_12 _T2-9-11 41-12 °late Offsets�X.Y) 2:0_4-13 0-1-_13LL0-3-4,0-2-B1,(12:0-4-13,0-1 131�0-2-0 D-2-OL[20:0-4-QO-2-Oj - - -- - - - - ----- - --- ----- LOADING (psf) SPACING 2-0-0 CSI I DEPL in (loc) Udefl Ud �� PLATES GRIP TCLL 25.0 ' Plates Increase 1.15 TC 0.63 Vert(�L) -0.68 17-19 >695 360 MT20 185,'148 TCDL 8.0 Lumber Increase t15 BC 0.83 Vert(TL) -127 17-19 >3?2 240 MI116 11 / . 9 64 BCLL 0.0 ' Rep Stress Incr NO WB 0.71 Horz(TL) 0.24 12 nra n/a BCDL 7.0 Code IRC2009/TP12007 i (Matrix) Weight:4Q5 Ib FT=16% -- - -�. -y LUMBER BRACING TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structurai wood sheathing directly applied or 3-9-7 oc purlins, 4-6,6-10:2x6 HF No.2 except BOT CHORD 2x6 HF 1650F 1.5E 2-0-0 oc purlins(3-5-8 max.):4-10. WEBS 2x4 HF/SPF Stud/STD'Except" BOT CHORD Rigid ceiling directiy applied or 10-0-0 oc bracing. 4-20,9-15:2x4 HF No.2 REACTIONS (Iblsize) 2=3790/0-5-8 (min.0-3-2),12=3788/D-5-8 (min.0-3-2) Max Horz 2=35(LC 5) Max Uplift 2=-664(LC 5),12=-664(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-8632/1503,3-4=-8993/1669,4-23=-11921/2298,23-24=-11921(2298, 5-24=-1 1 921/2 298,5-25=-11921/2298,6-25=-11921/2298,6-2 6=-1 1 921/2298, 7-26=-11921/2298,7-27=-13972l2708,27-28=-13972/2708,28-29=-13972/2708, 8-29=-13972/2708,8-30=-13972/2708,30-31=-13972(2708,9-31=-13972/2708, 9-32=-8039/1524,32-33=-8039/1524,10-33=-8039/1524,10-11=-8990/1665, 11-12=-8624/1502 BOT CHORD 2-34=-1367/7879,22-34=-1367/7879,22-35=-1367/7879,21-35=-1367/7879, 21-36=-1539/8414,36-37=-1539/8414,20-37=-1539l8414,20-38=-2657/14012, 38-39=-2657l14012,19-39=-2657/14012,19-40=-2657/14012,18-40=-2657/14012, 18-41=-2657/14012,17-41=-2657/14012,17-42=-2214/11942,42-43=-2214/11942, 1 6-43=-221 4/1 1 942,16-44=-2214/11942,44-45=-2214/11942,15-45=-2214/11942, 15-46=-1331/7870,14-46=-1331/7870,14-47=-1331/7870,12-47=-1331/7870 WEBS 3-21=-233/806,4-21=-46/352,4-20=-845/4203,5-20=-909/324,7-20=-2448l505, 7-19=0/432,8-17=-935/332,9-17=-481/2381,9-16=0/413,9-15=-4555/925, 10-15=-317/2275,11-15=-233l816 NOTES (17) 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: �{)�,�, Top chords connected as follows:2x4-1 row at 0-7-0 oc,2x6-2 rows staggered at 0-7-0 oa ,s O� Bottom chords connected as follows:2x6-2 rows staggered at 0-9-0 oc. \,- �,�' '�.j�,�,� �,' Webs connected as follows:2x4-1 row at 0-9-0 oc. ��, 2)All loads are considered equally applied to all plies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply �� ` J to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been considered for this design. � - 4)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical IeR and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. "Q 4�� 6)All plates are MT20 plates unless otherwise indicated. 1� 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �� Z�T��`� �'C, 8)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide 'r5 j��A�L�;h�t will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) cor��as�z February 10,2012 j WBF.MNir-Fer°i�a dr�s€a7a p.vzaec€tm.caad FfE�.t�t�C)7'£�;�N T?iIS 6FdZk INCL€T�.Et?�P"EtX Rfi.�ERF.�'�.°�E F"�C;�.��1II�7�T�f�EF�tA&PE LISE. �. �� Design valld for use only wi}h MRek connectors.This design is bosed only upon parameters shown,ond is for an individual building component Appli abilify of ciesgn porometers and proper incorporotlon oi component is�espensibility of building designer-noi truss designer.Bracing shown � is ior iateral supoort of individual web members only. Additionol iemporary brocing to insure stability dunng consfruction is}he responsibillity of the � erector.Additional perm�nent brocing of tne overoll siructure is the responsibiliry of ine building designer."ror generol guidance regoraing � ��"y�� fabrication.quality confrol,storage,delivery,erecYion ond bracing.consult ANSI/TPII Quality CrHeria,DSB-89 ond BCSI Building Component Saiely Intormafion ovoiloble from T�uss Piate Institure.781 N.Lee$tree}.Suite 312,Alexandric.VA 22314. ' 7777 Greenback Lane,Suite 109 I S.-:xGashrrcz':��e ;A�+e 5f„ .3ms�a�-r ic�N_�i.�cl,�hc�t ;.:=�i�e_�rt._�rc e r�TC��t�+�_€�„5�tt1�h,�.�_�s��e pi at'�?�sd;-,�SPte ' carus neights,cA,966io ,dob , ITruss TrussType Ipcy IPry (g�)Parr Eve/Tacoma Peoples Builder/30 i 1202122 i C11 ROOF TRUSS � �I n �', R34138542 'i L 'Job Reference(optionaq The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:05 2012 Page 2 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-p31BGxox64ui9_g9ei7UZMSS986TbSXElA84pbzmncW NOTES (17) 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI(TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 12)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 13)Use USP JUS24(WRh 10d nails into Girder 8 10d nails into Truss)or equivalent spaced at 27-10-8 oc max.starting at 2-0-12 from the left end to 37-11-4 to connect truss(es)J82(1 ply 2x4 HF) to front face of bottom chord. 14)Use Simpson Strong-Tie LSU26(6-10d Girder,5-10dx1 1/2 Truss)or equivalent spaced at 23-10-8 oc max.starting at 8-0-12 from the left end to 31-11-4 to connect truss(es)J88(1 ply 2x4 HF) to front face of top chord. 15)Fill all nail holes where hanger is in contact with lumber. 16)Hanger(s)or other connectio�device(s)shall be provided sufficient to support concentrated load(s)175 Ib down and 102 Ib up at 10-0-12,235 Ib down and 123 Ib up at 12-0-12,188 Ib down and 110 Ib up at 14-0-12,236 ib down and 124 Ib up at 16-0-12,236 Ib down and 124 Ib up at 18-0-12,236 Ib down and 125 Ib up at 20-0-0, 236 Ib down and 124 Ib up at 21-11-4,236 Ib down and 124 Ib up at 23-11-4,188 Ib down and 110 Ib up at 25-11-4,and 235 Ib down and 123 Ib up at 27-11-4,and 175 Ib down and 102 Ib up at 29-11-4 on top chord. The designlselection of such connection device(s)is the responsibility of others. 17)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard 1)Regulac Lumber Increase=l.l5,Plate Increase=1.15 -- Uniform Loads(pl� Vert:1-4=-66,4-10=-66,10-13=-66,2-12=-14 Concentrated Loads(Ib) Vert:18=-39 22=-39(F)20=-39 5=-235 16=-39 9=-235 14=-39(F)23=-568(r=-175,B=-393)24=-175 25=-188 26=-236 27=-236 28=-236 29=-236 30=-236 31=-188 32=-175 33=-568(F=-175,B=-393)34=-39(F)35=-39(F)36=-39 3'=-39 38=-39 39=-39 4D=-39 41=-39 42=39 43=-39 44=-39 45=-39 46=-39(F) 47=-39(F) � �LVBIdNfNU-T�Teri,J.t�c2�siqr,pcartxrr+rters a=ncT P..Effi.Z1 I+�TE4 C�712f3IS d.Nl�INC"LC7D�J�17£EF�.R&FBR��E F.9GE thFl-T+�7`u',��t?r.E LIS.�. '' �� Desiyn volld ior use only with Mi(ek connectorz.This desigr is based only upon parometers shown,and is for an individuol building com�oneni. Applicability of tlesign parameters and proper incorporation of component is responsibility ot buiiding aesigner-no�}russ desianer.Bracing shown t� is ror lateroi support of individual web members oMy. Addifionol temporary brocing to insure sfobility during consiruction is ihe�esponsibillity of the � � erector. Additionol permanent brocina of}he overof siructure is the�esponsi6ility of the building aesigner.For general auidance regarding ' �(��'� I fooricpiion a�ahry control,sto�age,delivery ere tion ond bracing consuB ANSI/TP17 Qualtly Crflena DSB-89 and BCSI Building Component Saie�y Informafion avoiloble 6om Truss Plate Instrfuie 78 � Lee Sireet.Suite 31 Alexandno VA 22314 7777 Greenback Lane,Suite 109 I uCi3 I1..fP� �.'€i,SF fef 5f�*�,,.J�Tre.t't��,._i..:�,LP1E i,.�a�.:;afflllES'�tR�'ZelC£E?FPt"ktE i R!`�[(^�.�t�,S�5��"�7t�Ifll°��¢"'£"fi'$f�t�. � Cdrus Height5,CA.95610 I �ob 'Truss iTruss 7ype I�ty IPIy , (gnv)Parr Eve/Tacoma Peoples Builder/3o - 11202122 iC12 iCAL HIP I� �I � I' R34138543 , � I Job Reference(optionaq . The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA I 7.330 s Dec 16 2011 MiTek Industries,Inc Thu Feb 09 16:42:06 2012 Page 1 I D:I NboOxoeQt63XEkCV2yKkUyNq Wv-HGIZU HpZW OZn7FLCPfjSa_Z3YV6KOh NXqudL 1 zmncV ,1-0-0 5-0-0 9-10-15 76-5-7 23-6-9 30-1-1 35-0-0 4�-0-0 41-0- 7-0-0 5'D-0 I 4-10-15 � 6-6-8 7-1-3 ' 6£-8 4-10-15 5-p-p �_p_p' Srale=1'.69 9 Sv8� 3x8= i 5z4 I'i 3x4= 5�� ` 5.00� 4 5 6 � e 3x4� 3 3x4� �+I I 9 1 / � � 1 aP �o "]e 4x]= 1B 1] 16 15 14 13 12 i.5z6 II 3r4— .. . ..4u8= 4x4= 3z4=. t.5z4 �I 4x]— ...... .__. .._... 3r10MT16H= 5-0-0 9-4-4 �6_�_� 4-C-4 30-i-12 35-0-0 _.. Plate Offsets(X Y) f2:o-0=�0_Edgel,f4.0-4 0,0 2 0, 8 0 4 0 0 2-0; 10 D-D-1 6 5 � ao-o-c 5 0 0 7 7 1"s ]_1�3 4_q_4 5 G C ' � __'_—_ ___ - — _ -�1_ _ �_ �Fa9�,_[�ao�-�z.o_�_�,1is:o-2_s.o-2-�----- --- LOADING (psf) SPACING 2-0-0 �I CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 I Plates Incre2se 1.15 TC 0.87 Vert(LL) -0.48 14-16 >980 360 ' MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.87 Vert(TL) -0.95 14-16 >500 240 MT18H 185/148 BCLL 0.0 ' � Rep Stress Incr YES �i WB 0.27 ', Horz(TL) 027 10 Na n/a ' BCDL 7.0 I Code IRC2009/TP12007 � (Natrix) , Weight:158 Ib FT=16% ------- LUMBER BRACING TOP CHORD 2x4 HF No2`Except" TOP CHORD Structural wood sheathing directly appiied or 2-7-10 oc purlins, 4-5,5-8:2x4 HF 1650F 1.SE except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(2-2-0 max.):4-8. WEBS 2x4 HF/SPF Stud/STD`Except' BOT CHORD Rigid ceiling directly applied or 9-9-7 oc bracing. 4-16,7-16,8-14:2x4 HF No2 I MiTek recommends that Stabilizers and required cross ! bracing be installed during truss erection,in accordance with � Stabilizer Installation ouide REACTIONS (Ib/size) 2=1663/0-5-8 (min.0-2-12),10=1663/0-5-8 (min.0-2-12) Max Horz 2=42(LC 5) Max Uplift 2=-140(LC 3),10=-140(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3501/274,3-4=-3213/297,8-9=-3213/297,9-10=3501/274,4-5=-3953/412, 5-6=-3953/412,6-7=-3953/412,7-8=3953/412 BOT CHORD 2-18=-220/3143,17-18=-220/3143,16-17=-215/2936,15-16=-333/3953, 14-15=-333/3953,13-14=-2Q5/2936,12-13=-208/3143,10-12=-208f3143 WEBS 4-17=0/262,8-13=0/263,4-16=-146/1292,6-16=-489/132,7-14=-543/134, 8-14=-147/1291 NOTES (11) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCD�=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates uNess otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been desig�ed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) S�Q�� Q z=,ao,,o=�ao. C�` :A. �Gc 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ��t �,}, referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �,, � r,;J 10)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. � �`d.. 11)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � ,� 46�9� � ��^�..,'��I��re��" .��" s`5��AL�,T"��. �C February 10,2012 6F+dP�#'rt�rr?�a-Tri�z°z;fia e#es��7r,pcx xazrzrtrr�Qnct RE3.i�Fv�)rES t?AF Z:FiIS dPm I�i,.rm.�r,.�r�ffi t2EFEFtEN�E£,�frE�'td-74Ta s�"�tRE'usE. '� -- a Design valid for use only wifh M7ek connectors.Tnis design is based only upon porameters shown,and is foi on individual building comoonent. i Apolicability of desiqn paramefers and proper incorporation oi componeM is responsibility of building designer-not tr�ss designer.Brocing shown I �� is tor lotera!supporf of individual web members only.Additionol temporory bracing to insure stability during cons}ruction is the responsibillity of}he � erector. Additional permanent brocing of ihe overall struciure is ihe responsioiliN of ihe building desianer.For general guidance regarding � �� fabricatlon,oualiiy coniroL sforoge,delivery,erec}ion ond b�acing.consult ANSI/TPIt Quality Cdteria,�SB-89 and BCSI Building Component � Safety Informaiion ovoiloble from Truss Plaie Insfituie,781 N.Lee Sireet,Suite 312.Alexondrio,VP 22314. �� 7777 Greenback Lane,Suite 109 k"e�"+�thrr°k "�t SF°e SF� r.��}5tr t�.�:�c_ �fd.�hG C! .��,t`�ILa _n:-„'� s _,�.:°tas�,�,t[a"*0"S't'� �,'aC�t�5tb(:E45.��?�r SPIG. Ctlrus Heights,CA.°5670 �Job 'Truss 7russType jOty IPIy ��grw)Parr Eve/Tacoma Peopies Builderl30 � R34138544 ' 11202122 iC13 CAL HIP � � ', ' �� i Job Reference(optionaq I The Truss CoJ 7ri-County Truss. Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industnes,Inc. Thu Feb 09 16�42:07 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-ISsyhdqBeh8QOHqX17AyenXoaxsf3S8 WmUdAuTzmncU ,�-o-o e-o-o n-io-is n-�-� zz-io-s za-i-i sa-o-o aa-o-o ai-o-o 1-0-OI 6-0-0 5-10-15 5-2-8 ' S-9-3 5-2-8 5-10-15 6-D-0 Y 0 0 Swle=1:69.9 Sx8% i 5xd I I 3z4= 5x8� � 4 � 5 00 112 3z4 i 3x4� 3 « I 8 �i d + N 2 I 9 � 10.- �o 0 14 4x7 0 4x7= 17 16 15 13 12 11 1.Sx4 I��i 3x4— 3u8= 4x7— 3x5= ..3x9.— ........ ... 1.Sx4 I I 6-0-� 11-4-4 17-1-7 22-10.5 28-7-12 34-G-0 40-0-C ?late Offset �� __g —' — — — 6 G-0 5-4 4 ' S 5 3 t-5-9-3 . �'—'— 5_5_3 '__— 5-0 4 0 0 0 . _____ s X Y 2:0-0-10.Ed� [4 0-4-0.0-2-41 f7 0-4-0.0-2-4� i9 0-0 1O,Ed�e�_L 5 0 2-8,0-1-81 _ _--- — -- — --_ --- . --T-----------_= -----::- --- -- LOADING (psf) �I SPACING 2_0-0 , CSI , DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25A , ?lates Increase 1.15 I TC 0.63 Vert(LL) -0.40 13-15 >999 360 MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.78 , Vert(TL) -0.77 13-15 >614 240 9CLL 0.0 * �i Rep Stress Incr YES I WB 0.32 � Horz(TL) 0.25 9 Na n!a BCDL 7.0 ' Code IRC2009/TR2007 � (Matrix) Weight:163 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 HF/SPF StudlSTD*Except* 2-0-0 oc purlins(2-8-0 max.):4-7. 4-15,6-15,7-13:2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '� MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with j Stabilizer Installation quide. REACTIONS (Iblsize) 2=1663/D-5-8 (min.0-2-12),9=1663/0-5-8 (min.0-2-12) Max Horz 2=49(LC 5) Max Uplift 2=-139(LC 5),9=-139(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3493/239,3-4=-3020/259,7-8=-3020/259,8-9=-3493/239,4-5=-3268/318, 5-6=-3268/318,6-7=3268l318 BOT CHORD 2-17=-186/3134,16-17=-186/3134,15-16=-164/2730,14-15=-223l3268, 13-14=-223/3268,12-13=-154/2730,tt-12=-172/3134,9-11=-172/3134 WEBS 4-16=-0l301,7-12=-0/301,4-15=-92/848,5-15=-396/106,6-13=-476/109, 7-13=-92/850,3-16=-442/108,8-12=-442f108 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and righi exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capabie of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=139,8=139. �� c�()(�lr`;' r� 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and �-1 ��y_ ,�t ''�G, referenced standard ANSI/TPI 1. � 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 4,�' - G,j, 9)Design assumes 4x2(flat orieMation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. r,.�' 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. c� LOAD CASE(S) Standard ro =�� ,�1��4��y �y � �I��Y � �` �5,��,!�'�.�� February 10,2012 t9dFZNl�tG�Fen�:fu drse�r pcs,^aa�t:ez�a�nct P.EIlt�Nc-zrE4 t?x a�:'Srs 8.ur+I.NCLCm�:t,Affr�i.r€z,.�EREa1?cE f"9CrE A7dr-T973€�EFCD�:E�LssE, '�� -- Design valid for use only wifh M7ek connectors.This design is bosed only upon poramefers shown,�nd is tor an individuol building componen!. I Applicability of design porameters and proper incorporation of component is responsibilify of building designer-not iruss designer.Bracing shown �i � is for lo}eral sup�ort of indlvidual web members only. Addiiional temporory brocing to Insvre stability during consiruction is ihe responsibillity of ihe �'' eredor. Addiiional permanent bracing of ihe overall siruciure is ihe responsibility of tne building designer.For general quidance regarding i �tlT�� fobncation.quality coniroL storag..,delivery rection and bracing,consult ANSI/TPII Quolity Cdteria,DSB-89 ond BCSI Boilding Component I, ISatety Information ovoiloble from Truss Plote Inshtute 781 Iv Lee Street Suite 312 Alexondno VA 22314 � 7777 Greenback Lane,Suite 1Q9 __—€��u.hrr�M€�re`SF ae SEa .�ms�,�r i�� e�<,.Lc�tlsc de;��aiue�ar�-°�€ ac e � r�f 4�-�,��, ��;pT•��„��n�;p Sfil� j Crtrus Heighis,Cn,sssio -- - --- -- --- --- - — - ;Joo Tr�ss -IT s Type IQty Ply , (grw)Parr Eve�a�oma Peoples Builder/30 ,1202122 IIC14 ICAL HIP � I � ', R34138545 , i �,Job Reference o tionap The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.33D s Dec 16 2011 MiTek Industnes,Inc. Thu Feb Q9 16:42:09 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-h�i61rS9108eb wtYCQjCc4WIX9XH_pDo6HyMzmncS �1=0� 7-0-0 13-10-15 20-�-0 _ 26-1-1 33-0-0 40-0-0 41-0- 7-0-� �'0-� � 6-10-15 6-7-1 6-1-1 6-10-15 7-0-0 i-0-0 Scale=1 69.9 Sz8 i t.5x4 II Sxe� ' 4 5 6 5.00 12 �� 3x4� 3 �1 , o a; � I � � / 8 dn g �d I o _ I 9x7- 14 13 12 11 10 9x7- 1 Sz4 II 3x4= 5vB= 3xG = 1.Sr4 I�. ___ _-o-o i3>-a zo-o-o zs-;-iz 33-0-0 ao-o-o -- ---- __ �.� a a e_�i z s;�z ----- 0�_4 �o a Piate Offset��. �0_0 1 D Edqe]L 0 4-0,0 2 41,[6 0_4-q0-2�18 0-0-10.Edge]�2_0 4 0,0-3-�_ — LOADING (ps;� SPACING 2 p p CSI DEFL — _- in (lo�`, I/defl Ud T PLATES GRIP TCLL 25 0 Plates Increase 1 15 I TC 0.86 I Vert(LL) -0.35 12 >999 360 I MT20 185/148 TCDL 8.0 I Lumber Increase 1 15 I, BC 0.85 �� Vert(TL) -0.68 12-1� >701 240 BCLL QC ° Rep Stress Incr YES WB 0.62 Horz(TL) 0.24 8 n;a n!a BCDL 7_0 , Code IRC2009/TP12007 , {Matrix) Weight:159 Ib FT=16% WMBER � BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2x4 HF No.2 2-0-0 oc puriins(2-2-0 max.):4-6. WEBS 2x4 HF/SPF Stud/STD*Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,6-12:2x4 HF No.2 MiTek recommends that Stabilizers and required cross � I bracing be installed during truss erection,in accordance with ' Stabilizer Installation quide. REACTIONS (Ib/size) 2=1663/0-5-8 (min.0-2-12),8=1663/0-5-8 (min.0-2-12) Max Horz 2=56(LC 5) Max Uplift 2=-149(LC 5),8=-149(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3461/232,3-4=-2836/219,6-7=-2836/219,7-8=-3461/232,4-5=-2856/256, 5-6=-2856l256 BOT CHORD 2-14=-202(3100,13-14=-202l3100,12-13=-113/2539,11-12=-103/2539, 10-11=-147/3100,8-10=-147/3100 WEBS 4-13=-2/371,6-11=-2/371,4-12=-61/607,5-12=-475/129,6-12=-61/607, 3-13=-615/134,7-11=-615/134 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live Ioad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplrft at joint(s)except Qt=1b) 2=149,8=149. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and (l Snfl�'V �j referenced standard ANSIlTPI 1. /t; 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. {}F� �`�1�'j�. �' 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. �:,�' G�,, 10)All dimensions given in feet-inches-si�cteenths(FFIISS)format. �:' J . 2. LOAD CASE(S) Standard - "Yn j��;4b�_ 'Y c�; .�� rsTC� � ,� � ' �,,� ��x..�� February 10,2012 i �,E{+flA,tFPN�r-G�^if+t€1�;t7ra gcsr xznx�€�rs ctnd REdt7 Nc7�'�;t7N TifIS d.h*1"k IN%�CJ£�EZt�,�TEK R,1.FC:P�E F,3G�.#1f1-T4 3'.',£�EFC7F*s E LISE. � Design volid for use only wi}h Miiek connectors.This design is based only voon parameters showc,and is'tor an individual building componeN. I i� Hppncabiliiy of design param_ters and proper incorooration of componenY is responsibility ot ouilding aesigner-no�truss a=signer.B�ocino shown is for lol=rai support of individual web membe!s only-Additional temporary bracing to insure stability during constrvction is}he responsibillity of}he I �{�y erector Additionol permanent bracino of tne overal�siructure is the responsibility of the building oesigner.For general guiaance reaarding ��. ��gg�� fabn ation quohty controL sto�ooe,delivery erection and b�o ing consult ANSI/TPII pualrty Crilena DSB-89 and BCSI Building Component � 7777 Greenoack Lane,Suite 109 Safety Informafion o oilable frorr Truss Plate Insfit�te I81 ti Lee Stre } Suite 312 Alexandna VA 2 314 CRrus Heiqhts.CA,95610 t�-Sctu�h�_r.�:-:�e SF nr yr�,: ��,tteei�,...�e_E_,::.ft� d _ „ " y '�,�'�r Gioi�tr4.:;��:�SF'dEH. � �. �'cl� ar,s'§t ire �i � eF�(it h � . � ,lob 7russ jTruss Type IQty iPly j (grw)Parr Eve/Tacoma Peoples Buifder/30 ' R34138546 I ',1202122 IC15 CAL HIP '1 I 1 � _; Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WF 7.330 s Dec 16 2011 MiTek Industnes,Inc. Thu Feb 09 16:42:10 2012 Page 1 I D:INbo OxoeQt63XEkCV2yKkUyNq Wv-91 Y4Kes4wcVV?FIZ6RFjfGQ9Ho9sWGerzSSsqUozmncR .1-0-0�. 8-0-0 75-10-15 20-0-0 2<-1-1 32-0-0 40-0-D 1-D-0 y��.. 8�� I 7-10-15 4-1-1 � 4-1-1 7-10-15 ' 8-D-0 y-D-p' Scale=1:69.9 Sx8% 1.St4 II 5z8� � — 4 5 5 � 5 00 112 i 3x4 i 3x4� � 3 � � ol� d I I I / I 2 / � I �d,n I� I� B 9 o � ..._. .. Jv 9x]= id 13 12 it 10 4xi— 1.5+� II 3x4= Sx8= 3x4= i.5xa ':I __ 8-0-� 15�-4 20-0-0 �4-7-;2 32-0-0 40-0-0 8'G'0 ' 7-4-4 � 4 7 12 ' � 4' �"<_ _ _" '4_4 ' � 8-0-0 —' —'_' — . — . ._ —_ ' .- _..._— Piate ottse}�v�_Lz:o_a�o,Edoe� a.o-a-o.o-z-4] fs:o-a-o o-2-aus:o-a�o Eaae1 l;z o a o.o-s=oj _ _ LOADING (psf) SPACING 2_p_p j CSI DEFL in Qoc) I/defl L/d ' PLATES GRIP TCLL 25.0 I� Plates Increase 1.15 TC 0.70 �', Vert(LL) -0.30 12 >999 350 MT20 185'148 TCDL 8A ' Lumber Increase 1.15 II BC 0.90 ', Vert(TL) -0.58 13-14 >824 240 ' BCLL 0.0 ' i Rep Stress Incr YES WB 0.97 Horz(TL) 024 8 n/a n!a 3CDL 7A Code IRC2009/TP12007 (Matrix) ' Weight:164 Ib FT=?5% — _ — _ — — LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, 4-6:2x4 HF No.2 except BOT CHORD 2x4 HF No.2 2-0-0 oc purlins(3-5-9 max.):4-6. WEBS 2x4 HFlSPF StudlSTD'ExcepY BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 4-12,6-12,3-13,7-1 t:2x4 HF No2 MiTek recommends that Stabilizers and required cross ' bracing be installed during truss erection,in accordance with I Stabilizer Installation quide. REACTIONS (Iblsize) 2=1663/0-5-8 (min.0-2-12),8=1663/0-5-8 (min.0-2-12) Max Horz 2=62(LC 5) Max Uplift 2=-159(LC 5),8=-159(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3422/252,3-4=2645l195,6-7=-2645/196,7-8=-3422/252,4-5=-2451/195, 5-6=-2451/195 BOT CHORD 2-14=-221/3058,13-14=-221/3058,12-13=-78/2342,11-12=-53/2342,10-11=-159l3058, 8-10=-159/3058 WEBS 4-13=-12l412,6-11=-12/412,4-12=-37/400,5-12=-295/79,6-12=-37l400,3-14=0/283, 3-13=-786/157,7-11=-786/157,7-10=D/283 NOTES (10) 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever feft and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except(jt=1b) 2=159,8=159. S{,3Q��; 7)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and � �,�5 �j��„ referenced standard ANSI/TPI 1. Fj�� 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .-�is, G'-. 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. � 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. _ �� 2 LOAD CASE(S) Standard �� ;� T �� "��15TEtZY �°''' ��0rt'!�L�%��. February 10,2012 I Rt9RAdING Fer%�ia desi�77r,P+czr��mraetc^rs ane#FtE9�IBfsTES ON�i7S d.Ni�IXC3..CJ�E,Lt�1fTEKR�FER�N�'E F"3G�R�dP-747'3£a�FC��'.E t3SE. i �� zr I Design valld for us_only witn MiTek connec}ors.Thfs design Is based only upon poramefers shown,ond is for on individual buildina componeni. �� Applicability of desian parometers ond proper incorporation of componeni is responsibility of building designer-not iruss designec Bracing shown is for laterai support of individual web members oniy. Additionol temporary brocing to insure sfabilify dunng cons}rucfion is}he responsibillify of the er<ctor. Additionoi permanent bracing of the overall siructure is ihe responsibiliiy of the building designer.For oene�al guidance regarding ', �� fooricaiion,quoliry contro:storoge,delivery,eredion and orocing,consult ANSI/TPit Quality Cdferia,DSB-89 and BCSI Building Componenf 777?Greenback Lane,Suite 709 Sofety loformofion avoiloble rrom Truss Plote Institute,781 N.Lee Street,Suite 312.Alexandric,Vh 22314. I � G;�,��Etrr,..��;�re-�F c�e 5:�;;.,,��b�r t�_�_v..sw.,h d�a�=y�e=�,iur�,rsrt*^E_>_r^*�.��ti .LL,��"iLti�L �: .•.�r p+si��°a��5PT�. '. carus Heignts,Cn,sssto .lob �Truss ITruss Type pty iPly ' (grw)Parr Eve/Tacoma Peoples Builder/30 �11202122 IC16 CAL HIP � ' � ' R34138547 !i • _�__ li Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:11 2012 Page 1 J ID:INboOxoeQt63XEkCV2yKkUyNqWv-dD6SX tihwertv8l zEuodhRuZERAX6h5b01EzmncQ .i-D-Q 6-2-10 11-9-7 _ 17-10-15 22-i-1 28'2'9 33-9-6 40-0-0 41-0- 7-0-0 6-2-10 5-6-13 6-1-8 4'2-2 —�—6-1-8 5-6-73 � 6-2-1� i-o-o Srale=1:]0.8 5x8% Sa5� 5.00 12 6 � jr I 3x4� 3x4� 3x7� 5 B � 3x7� I ° 4 I 9 �+id �4 i I I 3z4� �ib II 3 10 I2 ill � � 11 12.-I �d' i6 15 4x]= 19 il 17 14 I3 1.Sx4 II 3x4= �x4- 4x6- 3xfi= 3x4- 1 Sx4 I��.. 4x]-- _ 6-2-10 11-9-7 __ 1_7 4 4 22-7-12 28-2-9 33-9-6 40-C-G 6-2-iG ' S-6-1's 5_6_;3 �'-�- 5 3 g 5-6-13 5-6-13 � 6-2-10 J —_ _. _ _-. —. — . _ __ __ _ ate ffsets�Y): f2_0-0-14_Edge, 6:0-4-0,0_2-41.[7;0-2-4_0-2-�[t t_0-0-i 4;Edge1 __ LOADWG �psf� ' SPACING 2_0-0 , CSI I DEFL in Qoc) I/deFl Ud PLATES GRIP TCLL 25A Plates Increase 1 15 TC OJ4 ', Vert(LL) -0.36 15-17 >999 360 ' MT20 185/148 TC�'_ 8.0 I �umber Increase 1.15 BC 0.83 � Vert(TL) -0.65 15-17 >731 240 BCLL 0.0 " Rep Stress Incr YES ' WB 0.68 �I Horz(TL) 024 11 n!a n/a BCDL 7.0 Code IRC2009lTP12007 � (Matrix) Weight:174 Ib FT=16% ---- —— LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, BOT CHORD 2x4 HF No.2 except WEBS 2x4 HF/SPF Stud/STD`Except' 2-0-0 oc purlins(3-5-10 max.):6-7. 6-17,7-15,6-15,5-17,8-15:2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 6-15 ! MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with �I Stabilizer Installation guide. REACTIONS (Ib/size) 2=1719/0-5-8 (min.0-2-13),11=1712/0-5-8 (min.0-2-13) Max Horz 2=69(LC 5) Max Uplift 2=-167(LC 5),11=-167(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3616/274,3-4=-3081/229,4-5=-2954/248,5-6=-2548/212,7-8=-2528/211, 8-9=-2937/248,9-10=-3064/229,10-11=-3599/274,6-7=-2262/216 BOT CHORD 2-19=-258/3243,18-19=-258/3243,17-18=-170/2781,16-17=-70/2278,15-16=-70l2278, 14-15=-101/2765,13-14=-189/3227,11-13=-189/3227 WEBS 6-17=-42/602,7-15=-21/559,6-15=-274/216,10-14=-526/98,8-14=0/328,5-18=0l329, 5-17=-657/131,8-15=-660/131,3-18=-526/97 NOTES (10) 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=7.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) ��1 S��lii � 2=167,11=167. ,� �. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and ,`' {l��"A��2' . G' referenced standard ANSVTPI 1. TM;��. - � 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. r.;,- rj 9)Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails. 10)All dimensions given in feet-inches-si�cteenths(FFIISS)format. " LOAD CASE(S) Standard �'� �,�,46�+- 4� ��. �zsTrnY ��' ,s�,��r�L�Nc.t � February 10,2012 I �]y E4�,9F�d7NG�Trerr'f�desi�n pax•ra.rrae:irr3x anc11ZE3.Q IJ€1TE�+LbA7 TtiIS B.NIR dNt'Lt3d1EI7;b12Edi.f{�FEP�'E F'.9G.G IrP€1-7473£�:�Ct&`.£L7�. �� I �esign valid for use only wifh M7ek connectors.Tnis design is based onty upon porameters shown,and is for an individuol buildino component �r Applicability of desgn paramel=rs and proper incorporotion of component is responsibilify of building designer-not truss tlesigner.Bracing shown is for laterol support of individual web members oNy.Addifional iemporary bracing fo insure stability during construction Is the responsibiliity of ihe I erector Addifional permanent bracing of}he overall structure is}he responsibility of the building designer.For generol guidance regording �'�� faoncat on qualiry conirol,storoge delivery ere tion and brocing consult ANSI/IPII Quality CrBeria �58-89 ond BC51 Building Component Safety Information ovailable from Truss Plate Inshi�te 781 N Lee Sireet Sude 312 Alexondna VA 22314 � 7777 Greenoack Lane,Suite 109 �_t��Sbt��.< �A?�^ 5f'�.�#%C 1F�.Uc:P'fa_,�_,.t.;+:ES,tht f! :�'*i&It�O�*�z'�R r�'R'�-1fC C+.�"„�112 L� �'$"�4'(is,�'1T�75e� s�.;hTd�:. , Cdrus Heights,CA,95610 ----_ _— - — - - -- - ,lob Truss ITruss Type i�ry jPly !� (grw)Parr Eve�'Tacoma Peoples Buiider/30 ! R34138548 !i202122 j D1 MONO CAL HIP I� ' � I Job Reference(optional) The Truss Co./Tri-County Truss. Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:19 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-OmbUCjzjpNfjr7lrSeNm7J 1 y7 nv4ty8H WLXpJnzmncl s-,o-s `�-�'E <8 5-4� 6 `�"1'� b-}2 0.415 'D'i- 41-1 4x7- Scale=1:21.0 2 5.�0 12 �'° f �� rHOZe i � I � � r � ;�l �—� � � � _ I 5 6 �� JU526 JL526 � 3x4— 4 3 4x4= __ 3_"-'_ _ 5�.8 5-10-86.G-p -"3"'� 2-0-ii � 0-6-p 0-1-6 Plate Offsets�.Y): (2:0-5-12.0-1-;2� LOADING (psf� SPACING 2-0-0 ! CSI ' DEFL in Qoc) Udefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 Vert(LL) -0.11 1-4 >602 360 j MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 1.00 Vert(TL) -022 1-4 >304 240 ' BCLL OA ` Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 4 n/a Na BCDL 7A Code IRC2009/TPI2007 i (Matrix) I �I Weight:23 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, BOT CHORD 2x6 HF No.2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 2-0-2 oc bracing. MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with �I Stabilizer Installation quide REACTIONS (Iblsize) 1=1407/0-5-8 (min.0-2-5),4=567/Mechanical Max Horz 1=66(LC 4) Max Uplift 1=-217(LC 5),4=-74(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)?rovide adequate drainage to prevent water ponding. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4 except(jt=1b) 1=217. 7)This truss is designed in accordance with the 2009 international Residential Code sectfons R502.11.1 and R802.10.2 and L 5�� referenced standard ANSI/TPI 1. ��,� �-��, 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaiysis and design of this truss. {1'��' xij� �' 9)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivaient at 0-2-12 from the left end to connect truss(es) h,�' G�,, At(1 ply 2x4 HF) to back face of bottom chord. �4' 10)Use USP JUS26(With 10d nails into Girder&10d nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 2-0-12 from �" the left end to 4-0-12 to connect truss(es)A2(1 ply 2x4 HF) to back face of bottom chord. 11)Fill all nail holes where hanger is i�contact with lumber. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). f 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. 4(.(} ��.��''rrsTC�Y �, LOAD CASE(S) Standard .� t�S" '�`PIC)?ti�ALb'y� Continued on page 2 FebfUBry 10,2012 6CL[L6FfIY71+JG�Fr=rz;gip cles'�4n pcax�raranne.fers a�.d RE�..F7 NtDI'EC[1As 2":i7S B.faR:t IN�"LUD�J,�T,FTE$i RE�EF.E,h�'��°E F'3G�I'd17F�747?.��FCk}�`',.E`L7SE. �I �•• Design volid for use only with MTei:connectors.This design is based ontv upon porometer�shown,and is for an inaividuol buildinp component. � I Applicability of devgn parometers and prooer incorporotion of component is responsibilify of building aesigner-no`trvss aesigner.8rocing shown I I i:for lo}era!support of individual web members oniy.Additional temporary brocing}o Irsure stabili}y dunng construction is ihe responsibillity of the ' p� erector. Additlonol permanent brodno of ihe overall siructure is ihe responsibiliry of the building designer.For general guidance reaarding �. [yt[�� fa�ricaiion,quality coniro!,sforoge,deiive.ry,erecfion ond bracing,consult ANSI/TPII Quality Cdieria,DSB-89 and BCSI Boilding Componenl '� 7777 Greenback Lane,Suite 109 � Safeiy Iniormafion avoilobl�from iruss Plate instituie 781 N Lee Sireet Sude 31 Alexandna VA 22314 , CRrus Heights,CA,95610 I'S ia h�rr��:;�_ S�'e�e��`a ��;�[a��e ts�w_4 ,�d�,thc e3 a,�°:;at�r,_�r��_�� Cti r_L�f.s;r4"�h, . ��e pi ut��s�c,.: :;F'1� � �ob 'Truss iTruss Type 4ry IPIy (grw)Parr Eve/Tacoma Peoples Builder/30 i R34138548 I '1202122 i D1 IMONO CAL HIP i1 1 !, � I Job Reference(optional) � The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:19 2072 Page 2 I D:INbo OxoeQt63XEkCV2yKkUyNq Wv-OmbUCjzjpNfjr7lrSeNm7J t y7 nv4ty8H WLXpJnzmncl LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-2=66,1-3=-74 Concentrated Loads(Ib) Vert:1=-781(B)5=-467(B)6=467(B) � �W'&Y,�IINir Fec°�;fit cErs#�n.pszrr^um�^crrs anct P..Ed.D Nf�i Ew t%P�7:fiIS�vTLp INL°11,<CJL?£Z)�ffTcF:.R,,��EF..EI��.E F"dGc�A�I-74T;.Et:'FCPF,.€�LP�E. 'I �� Desigr volld fo uae only witn M7=k connectors.This design is based only upor.parameters snown,ond is for an individual building component. Applicability of aesign parameters and proper incorporation of component is responsibility of building designer-not iruss desianec Bracing shown is for lai=rol support oF individual web members oniy. Additional iemporary brocing to insure stability dunng cons}ruction is fhe responsibillity of ihe ' p,{ erecior. Additionol permanent bracing of the overall sirucfure is ihe responsibiliry of}he building aesigner.For general guidance reaarding ' [y{��Q�� faorication,quality coMroi.storage,tlelivery,erecfion and bracin�,consuA ANSI/TPIi puality Criieria,DSB-89 and BCSI 6uilding Component I 77n Safety Inbrmation ovoilable frorn Truss Ploie Insfifute,781 N.Lee Sireet,Suite 372.Alexandria,VA 22314. � Greenback Lane.Suite 109 � ."Ss.Li..h_r,.'�:i't_ kF"�t�i S('«, .i^'t.3,;C Iv SJ c ��'i, h�{1C.'�?E�s8fi3c,�.,f�"FY sf a rMfTi<!'t.,tt=2�i'c L�7�,_�".,7t jsYffF�DSf;�;�S Sfd$ �. CBrus Heights,CA,95610 � ,Job Truss ITruss Type IQry IPiy , (grw)Parr Eve/Tacoma Peoples Builderl30 � I R34138549 i,1202122 I D2 MONO TRUSS 1 1 �i I ' I Job Reference(optional) � The Truss Co./Tri-County Truss, Sumner WA!Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:20 2012 Page t ID:INboOxoeQt63XEkCV2yKkUyNqWv-sy9sQ3_LahnaSHK10Mv?gVJZ3cBMgcCPRI?HMrDzmncH a-a-s s-o-o iz-arz ie-aiz is-a-is � 439 � 377 �, 4012 � 400 233 6 Scale=1:So.3 5 d 50011z 4 1.5.4 II 3 + 4z6% 2 I 1 ...._..—_.._ ..____-._ 1�� 9 10 11 3x8% B 12 7 Special JUS24 3x' !�' 4x5- MU526 J1/526 4-4-9 B-0-0 � 4_4_9 _' ' 'i_7 �. Piate Offsets i>'.Y! ,j1:0-3-1.0-1-81,[2:0-2-4,0-1-12� (8:0-4-12.0-1-8� LOADING �psp� ��i SPACING 2_p_p � CSI �� DEFL. � in (loc) lidefl Ud PLATES GRIP TCLL 25.0 I Plates Increase 1.15 , TC 042 �, Vert(LL) -0.05 1-8 >999 360 MT20 185/148 TCD� 8.0 Lumber Increase 1.15 �I BC OS3 Vert(TL) -0.09 1-8 >999 240 BCLL 0.0 ' ', Rep Stress Incr NO ' WB 0.90 Horz(TL) -0.02 4 n!a nla BCDL 7.0 � Code IRC2009/TPI2007 ' (Matrix) ' � Weight:49 Ib FT=16% — -- — L. LUMBER BRACWG TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc puriins, BOT CHORD 2x6 DF SS except end verticals. WEBS 2x4 HF/SPF StudlSTD'Except" BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2-8:2x4 HF No2 MiTek recommends that Stabilizers and required cross , bracing be installed during truss erection,in accordance with I Stabilizer Installation quide REACTIONS All bearings 0-1-8 except Qt=length)1=0-5-8,7=Mechanical. (Ib)- Max Horz 1=250(LC 5) Max Uplift All uplift 100 Ib or iess atjoint(s)1,4 except 7=-278(LC 5),5=-103(LC 6) Max Grav All reactions 250 Ib or less at joint(s)4 except 1=1306(LC 1),7=2156(LC 1),5=330(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2441/78,3-7=-308/106 BOT CHORD 1-9=-240/2209,9-10=-240/2209,8-10=-240/2209,8-11=-240/2209,11-12=-240/2209, 7-12=-240/2209 WEBS 2-8=-112/1833,2-7=-2481/245 NOTES (16) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has bee�designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)1,4 except Qt=1b)7=278,5=103. 7)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)4,5. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and j� � ��•'�' �� referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �' {) �� (�,, C 10)Use USP JUS24(With tOd nails into Girder&10d nails into Truss)or equivalent at 1-4-12 from the left end to connect truss(es) ��' -,i;. J24A(1 ply 2x4 HF) to back face of bottom chord. x, J 11)Use Simpson Stro�g-Tie MUS26(6-10d Girder,4-10d Truss,Single Ply Girder)or equivalent at 5-4-12 from the left end to � �� connect truss(es)82(1 ply 2x4 HF) to back face of bottom chord. 12)Use USP JUS26(With 10d nails into Girder 8 10d nails into Truss)or equivalent at 7-4-12 from the left end to connect truss(es) B3(1 ply 2x4 HF) to back face of bottom chord. 13)Fill all nail holes where hanger is in contact with lumber. �.�i � 4�jjC�� 14)Hanger(s)or other connection device(s)shall be provided su�cient to support concentrated load(s)1215 Ib down and 97 Ib up at �,{, �(ij��li.b N 3-5-8 on bottom chord. The desigNselection of such connection device(s)is the responsibility of others. �� 1� 15)In the LOAD CASE(S)sedion,loads applied to the face of the truss are noted as front(F)or back(B). `��1��lij,�N 16)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��im�es4��s�r,dard February 10,2012 W8f2N7NG�Yerzft9 desia7n�rar°umr,Ec.::.can c1 ftE9.�.?Nfl7�S CD1a T,€if�9.NZ�>IN�'L.C%Ll.��t Ir�S£Efi RE:�'Effk�#dtE F.AGE 2+27F-?473 BEF�3"s.E Z7SE. I �� i Design valid for use only wiih Miiek connecYors.This desiqn is based only upon paramefers shown,ond is for an individual building component. �� Applicability of aesign porometers and proper incorpordiion of component is responsibili}y of building desipnei-not truss designec Brocing shown �'� is tor iateral support of individual web members only. Additional temporary brocing ie insure stability dunn�construcYion is ihe responsibillity of}he ' A e��i_., � erector. Additional pe�moneni bracing of ine overall stiucture is}he responsibility of tne building designer.For geneial guidance regarding ', ��4I1 K fobi coYion quahty con}rol,sfo age delivery ere tion and brocing consult AN51/IPI1 Quahly Critena,DSB-89 and BCSI Buflding Componenf � 7777 Greenback Lane.Sufte 109 � Safefy Information ov�ilable from Truss Piote Instiiuie 781 N Lee Sireet Sulte 312 Alexandno VA 22314 ! �Sc�3th�rn=°i°�e.SF�ar�I',,..��vr i.._,.__r...;�, M�cles€��at�.,_.�r��_�_ .,f��c�.i tr t rr�1°.h,r,�,S�:��prr�t_�rs�cr�� S�t�G. ' carus Neigms,cA 956�0 � — J ,Job Truss ITruss Type IQry IPy (grw)Parr Eve/Tacoma Peoples Buiided30 R34138549 I� 1202122 I,D2 MONO TRUSS I1 ' 1 � �' , � I�Job Reference(optionap � The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WH 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:4220 2012 Page 2 ID:INboOxoeQt63XEkCV2yKkUyNqWv-sy9sQ3_LahnaSHK10Mv?gN23cBMgcCPRI?HMrDzmncH LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-7=-14,1-3=-66,3-6=-66 Concentrated Loads(Ib) Vert:9=-58(B)10=-1215(B)11=-702(B)12=-708(B) 1 « I �54'9KNING �rrfftgriesgrzpm°aee�rtc:sarac3A.Ed�itcf€3T�'SDh�T?f7�.9.N1�IA�`CLLd➢Eft.��ITsK "5+.��EREEN�'EF3G,�b2d3-?4a3LEk"Ct�'.EU�E, i �� Desian valid for use only with MRek connecfors.Tnis design is based only upon parameters snown,and is for an individual building component. � Nppllcobility of desgn parameters onc proper incorooration o`.component is responsibility of building designer-not iruss designer.Bracina shown I� is for latera!supporf of individual web members only. Additional temporory bracing to insure siabili}y dunng construction is the resoonsibillity of ihe �', t y��.: erecior. Addi}ional permaneni b�acing of ihe overali siructure is ihe responsibiliry o`the building designer.For�=ne�al guidance regarding [�ft fobrcafion aualdy controL storage delivery ere fion ond brocing consult ANSI/TPIi Quality Critena DS6-89 and BCSI Bui{ding Component 7777 Greenback Lane,Suite 10E � Safety Iniormahon ovoilable from Truss Plare Inshiute 781 h �ee Street Surfe 312 AI xandno VA 22314 Cdrus Heights.CA.95610 f`5�u h,r;��s�y€`�F't'�r SF,,..�..,;��.r a��„__ �.;�.th,�c„��,., �lu�.,s a�,-°�r_�_�?��,..�t�e c�:�EtrR�.L,.._..�:�r pruE°�as��t ^z°SP��L�. . . Job ITruss Truss Type IQty IPry i (grw)Parr Eve/Tacoma Peopfes Builder/30 R34138554 I �I1202122 'J22 ROOFTRUSS 7 1 �I � _ I Job Reference(optional) I The Truss Col Tri-County Truss, Sumner WA!Eugene OR/Budington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:22 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-pLGcrl?b5i 1 I ibU Q8mxTIxFUa_Ay4JukDJmTv6zmncF -i-o-o ao-o z � i-o-o 2-0-0 0--� s�ie=tio.a 3 I� 5.00 12 d rv � 2 � ' � �---�' � I 3xt= 4 2-0-0 2-G-G LOADING (psf) SPACING 2-0-0 ' CSI I DEFL in (loc) I/defi Ud PLATES GRIP TCLL 25.0 , Plates Increase 1.15 � TC 0.07 �, Vert(LL) -0.00 2 >999 350 ' MT20 185!i48 TCDL 8.0 ' Lumber Increase 1 15 BC 0.03 Vert(TL) -0.00 2-4 >999 240 3��L OA ' Rep Stress Incr YES i WB 0.00 Horz(TL) -0.00 3 n(a n/a B�DL 7.0 ! Code IRC2009/TPI200' ' (Matrix; ' Weight:6 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide REACTIONS (Ib/size) 2=165/0-5-8 (min.0-1-8),4=13/0-5-8 (min.0-1-8),3=46/Mechanical Max Horz 2=39(LC 5) Max Uplrft 2=-44(LC 5),3=-13(LC 5) Max Grav 2=165(LC 1),4=32(LC 2),3=46(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)foRnat. LOAD CASE(S) Standard �'�� SO1�1�1' O . ��t��: ��G G �,�' � �• .c 4 �. ��f,s�GI�TERY��,`�', � `S,rf)hrAL�%1``' February 10,2012 CA&RI�IIttG-Fex°if�d�sigrz gcxnarrr�tr.�anr7R�d.i!NCJTi,�GNTH7�B.NZ7IXCLL�EZF 1F2ITEh'��EfZEN�'E�f`dGc.Ic�€I-�9�R�CtF'.E ZFS�. �� Design volld for use only with M7ek connectoa.This design is based only upon parameters showr,and is for an individual building component. �i �r Applicability of design par�meiers and proaer incorporafion of compon_nt is responsibility of building designer-not iruss designec Bracino shown ' is tor ioteral support of individual web members only. Addifionol temporary brocing to ins�re stability during cons}ruction is ihe respontibillity of}he , R y�� eroctoc Additional permaneni bracing of ihe overall shucture is}he responsibilify of ihe building designer.For penerol guidance regarding ' �`�! fabricafion,quality coMrol storoqe,deli ery erec}ion and broang consult ANSI/TPII Qualrfy Criiena,DSB-89 and BCSI Building Componenf I Safef�fnformahon ovoilobie rrom vuss Plate Institute 78 N.Lee Streei Suiie 312 Nlexandna VA 22314 �. 7777 Greenback Lane,Suite 109 � �`��u�F��i�s=--:�€c�'SP�ne'SF' ��_.�creel�z5.,__,:s.9*€� rlca<�:-,,aiu_��r�, _s_,�_.ti.r�.e.C�?"ti`�T.[, Li�a,�_�,sr�,��a�.�-s<ec' . SPI'�. ' CdrusHeigh2s,CA.95s�o .lob 'Truss Truss Type pty !Ply (grw)Parr Eve/Tacoma Peoples Builder/30 i ' R34138555 I !1202122 I'J24 IROOFTRUSS 3 1 ' ' � �' ,Job Reference(optional) � The Truss CoJ Tri-Counry Truss. Sumner WA!Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc Thu Feb 09 16:4223 2012 Page 1 I D:INbo OxoeQt63XEkC V2yKkUyNq Wv-HXq?250Esc99J12chUSi196fKOWBpm8tRzVOSYzmncE _ ro-a z-o-o � a-o-� i-o-o 2-0-o z-o-� Srale=1'15 6 9 � 5.00 12 y 3 6 y ♦ � 2 I�I d o� 1 � 1 1 ..__.______......__r.� . II �� / F-� �� ' h,�� 3x4= � 2-0-0 ---� z-o-o LOADING (psf) SPACING 2-0-0 , CSI I DEFL in (loc) I/defl Ud ' PLATES GRIP TCLL 25.0 Piates Increase 1 15 ', TC 0.07 � Vert(LL) -0.00 2 >999 360 MT20 185/148 TCDL 8.0 I Lumberincrease 1,15 'I BC 0.03 � Vert(TL) -0.00 2-5 >°99 240 BCLL 0.0 * Rep Stress Incr YES UVB 0.00 Ho2(TL) -0.00 4 n,'a n/a BCDL 7.0 Code IRC2009/TP12007 ;Matrix) Weight:9lb FT=16% -- --- ---- __ LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or t�-0-0 oc bracing. 'I MiTek recommends that Stabilizers and required cross 1 i brecing be installed during truss erection,in accordance with I � Stabilizer Installation guide � REACTIONS All bearings D-5-8 except Qt=length)4=Mechanical. (Ib)- Max Horz 2=59(LC 5) Max Uplift All uplift 1 DO Ib or less at joint(s)4,2,3 Max Grav All reactions 250 Ib or less at joint(s)4,2,5,3 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;endosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 Internationat Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)tormat. LOAD CASE(S) Standard SOOJU � ��}��;as�: .�c � f�� J r0 � 46�. 4`� ��f,��CISTE:t�Y, 1� � S`S�a:��,AL�%r'� February 10,2012 � 6§�&FtNIh�G�6�c�z°rfu elesz�7re pra+�aFn�t_cx�ezrzd Ii.F�4.D t�eT�'S C.aN TFII�B.Nfa IXCLLR3EIF�TEA FL�FE�E F'�('.r.e.#$dT-T4T3£F:�k't>�CIS�, ��,. �� Design volld for use only with MRek connectors.This design is based only upor parameters showr�,and is for on individual building component. �� kpplicability ot d=sign paramet=rs ond proper incorporation oi component is responsibility of building designer-not iruss designer.8racing shown I i�for lateral support of individuol web members only. Additional temporary bracing to insure stability ounng consiruction is the responsibllliYy of}he eredor. Additional permonent bracina of ihe overall s}ructure is ihe responsibility of the building designer.For oeneral auldance regarding iabr�ohon.auality con}rol stoiage.deli ery erection and bracing,consult ANSI/TPI7 Qualdy Critena,DSB-89 and BCSI Building Component ! � I 7777 Greenback Lane,Suite 109 � Satety Inbrmation availoble hom Truss Plate Institute 761 Iv Lee Sireef Suite 3 2 Alexandnc VA 22314 I .y� '� Cdrus Haights.CA.95610 €f��E�srE�.,r<°,�:�c:�F'src�SP„ ,��ri��__r��;5 b..��ai.,�.,al�+c�zt€�r�.�i�s_�t�ci_€��€�1�'z`'�S��i}�b�.�epr�r.��• ,�.�Pi�6. ------ , — -- ---- - --- -- Job Truss 'Truss7ype Oty iPly 'i (grw)Parr Eve/Tacoma Peoples Builderl30 ' ' R34138556 il 1202122 'IJ24A ROOF TRUSS 1 1 ' . I Job Reference loptionaq The Truss Co.i Tri-�ounty Truss, Sumner WA/Eugene OR/Budington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb Q9 16:4223 2072 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-HXq?250Esc99JI2chUSil9BfN0 WApmBtRz VO SYzmncE ao-o a-o-� � 2-0-0 207 Swle=1:15.6 3 I 5.00� Id � � 2 / 0 1 � t I¢� I . . ...._.__.-... 3+4= / I�—� 4 2-0-0 2_0_0 __ —_ _— __'_ "_ _ __ PiateOffsets�XY)_[1;0-1-6.Edge1 _ __ _ _ _ __ _. - --- --- ____ — — -- - -- -- -- -- ----- �:-- --- LOADING (psf) � SPACWG 2-0-0 CSI � DEPL In (loc) Ildefl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 0.07 I Vert(LL) -0.00 1 >999 300 NT20 185/148 T�DL 8.0 ' Lumber Increase 1.15 BC 0.03 I Vert;TL) -O.DO 1-4 >999 240 , BCLL 0.0 * ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a Na ' BCDL_ 7.0 _ Code IRC2009/TPI2007 I (Matrix) Weight:8 Ib FT=16% -- LUMBER BRACWG TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , MiTek� recommends that Stabilizers and required cross ' bracing be installed during truss erection,in accordance with Stabilizer Installation quide REACTIONS All bearings 0-5-5 except Qt=length)1=Mechanical,3=Mechanical. (Ib)- Max Ho2 1=45(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)3,2 Max Grav All reactions 250 Ib or less at joint(s)1,3,4,2 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) t)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upiift at joint(s)3,2. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)2. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �� S�Ql'�; � C��ti A;�� `}'G � ,� F.,� J �'u AL � � ,YV1- � -� ��..,�Gr�rc�Y �� :s,��:?�t,�t��'�, February 10,2012 Ek�r9RNlitFtr Fc.^*i,fit.Zesign.pcsre�mtter€anci FZEEAI)hiC)TES C3N T:tf��..tvrZt dA�i'LUf3�R A1tPF1,:.REFEP.�'..Id�E'f 3G.e�h1t7�79��7�EEFCD�'E L��, I �� Desigr�valid fo use only with Miiek connedors.This desi�n is based only upon parometers shown,ond is for an individual building comoonent. II I Apphcabilify of d_sion parameters and proper incoraoro}lon ot componeni is responsibility of building designer-not iruts tlesigner.Bracing shown � Is ror loterol support of individual web members only.Additionol temporary bracin�to Insure stability dunng construction ls ihe responsibillity of ihe �A �` � =rector. Additionol permanent bracina of fhe overall structure is}he responsibility of fi=building desioner.For general guidance reqarding I [y0��ry� I fabnca�on,qualiry conirol storage,delivery erection and broang,consuB ANSViPII Quv6ty CrHena �5B-69 and BCSI Building Component ��; 7777 Greenback Lane.Suite 109 Safety InformaUon ovoilab�e from iiuss Plate Inshruie 781� Lee Streef.Suite 3 2 Alexandna VN 22314 �_ E`y�u�hf i-=��e'SV ete��;s��r°s3��ri,s.�c.��..;�;. h ci,.,',�.. alu��rr.: ^�_ �r_.-;�„a,wr E�.L^�2£�,�t�r�.�'�,;;�r p��rr�oc�.,:�y��;. � Citrus Heigh�s.CH.9b5to � ,Job 'Truss �TrussType i0ty !Pry (grw)ParrEve/Tacoma Peoples Builded30 R34138557 1202122 iJ26 IROOFTRUSS 3 ' 1 � ' � _ I '�. I'�Job Reference(optionap I' The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 76 2011 MiTek Industries,Inc. Thu Feb Q9 16:4224 2012 Page 1 I D:I NboOxoeQt63XEkCV2yKkUyNq Wv-IjON GR 1 sdvH?xudoFBzxqMknaosQYD01 gdFa_zmncD -1-0-0 2-0-0 6-0-7 � 100 , 200 4P7 -� Smle=1:20.] 4 1� � 5.p0�i2 4 3 2 . ._.__._ . ._._.. '� i _..__. _. .. �/ ,,j.�� 3x4= 5 z-o-o _ z-o-o -� --- - — - , _ - —_ -- - - �- - - ---- LOADING (ps� I SPACING 2-0-0 � CSI ! DEFL in Qoc) I/defl Lld �� PLATES GRIP TCLL 25 0 Plates Increase 1.15 I TC 0.29 I Vert(LL) -0.00 2 >999 360 MT20 185/148 -�DL 8.0 Lumber Increase 1.15 � BC 0.03 I Vert(TL) -0.00 2-5 >999 240 B��LL 0 0 " �I Rep Stress Incr YES � WB 0.00 Horz(TL) -0.00 4 nla nla � BCDL 7.0 — Code IRC2009/TP12007 — —(Matrix) _ , — , Weight:11 Ib FT=16% --- _ LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross —I bracing be installed during truss erection,in accordance with �i Stabilizer Installation guide REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical. Qb)- Max Horz 2=82(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)4,2,3 Max Grav All reactions 250 Ib or less at joint(s)4,2,5,3 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise}gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2,3. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)This truss is designed in accordance with the 20�9 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaiysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard SOt�;�� C),�; :��' �t�G C f �: � � ��.�� 46'rE�-Y� ��`'� ,5,��R':A,L�'�''CS � February 10,2012 �CV9F,NING Ferzftr ctese�n pta*°carrz�#ers€e�arl ftE�?NfJT�S CAtd T:fdeS ziNLa INC°LFIF�i'i£>�FF�f'i REFEF�EFPCE FbG�I�di-7473£+Ek`C7}�;E Lf�. �� Design valld for use only wiih M7ek conneciors.This desan is based only upon poromet=rs shown,and is for on individual building comAOnent. Applicability of design po�ometea and oroper incorooraiion of component is responsibility oi�building designer-nottruss designer.Brocing shown is for iaferol supoort of individual web memoers only. Additionol temporory bracing to insure sfability tlunn�cor.shuction is ihe responsibillity of}he I� g � erector. Addiiional permanent bracina of}ne overoll structure is ine responsibiliiy of tne building designer.For general guidance regording �({��{� fooricafion,quality control,storoge,delivery,erecfion ond brocing,consuli 0.NSI/TPII Qual'dy Cdteria,DSB-89 and BCSI Buifding Component 7777 Greenoack Lane.Suite iQ9 Safety Informafion available from Truss Plate insitlute 78 N.�ee Street Suite 3�Alexandna VA°2314 t?'Sc uth�r7 v� aF'or SPa, .�mr��r i�ti�„e ��,d�se�i .�v�.°:t�iu �.at�.��r e�F�i�c<i b•�1�2R1 L�, �.�_a�'pr�a}.T�rfi��.�SF#H. Carus Heigh�s,CA 95s�o – --_ ------- --— - -- __ ,Joo ',Truss 'TrussType IQty �PIy j (grw)ParrEve/TacomaPeoplesBuilderi30 R34138558 1202122 J32 IROOFTRUSS I1 I 1 ,. � �� ! �:Job Reference(optionaq ' The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.330 s Dec 16 2011 MiTek Industries:Inc. Thu Feb 09 16:4224 2012 Page 1J I D:INboOxoeQt63XEkCV2yKkUyNq Wv-IjONGR t sdvH?xudoFBzxqMkqiorAYD01 gdFa_zmncD -�-�° 2°� —� � �_p_p � ---- 2_0_7 --- Swie=t:to.a 3 soo iz Ni ' z , I¢I �t 1 1 �� —y 3.a- < - ---- - _ a o 0 __ y_o_a — - LOADING (psf) , SPACWG 2-0-0 II CSI ' DEFL in (loc) I/defl L!d ' PLATES GRIP TCLL 25.0 �I Plates Increase 1.15 I TC Q.09 Vert(LL) -0.01 2-4 >999 360 NT20 185/148 `CDL 8.0 ', Lumber Increase i.15 BC 0.11 �, Vert�TL) -OA2 2-4 >9°9 24p ' BCLL 0.0 ' I Rep Stress tncr YES WB 0.00 � Horz(TL) -0.00 3 nla n!a BCDL 7.0 Code IRC2009/TP12007 � (Matrix) Weight:9 Ib FT=16% � - -- � LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-D-7 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i MiTek recommends that Stabilizers and required cross � Ii bracing be installed during truss erection,in accordance with � Stabilizer Installation auide REACTIONS (Iblsize) 3=29/Mechanical,2=192/0-5-8 (min.0-t-8),4=25/Mechanical Max Horz 2=38(LC 5) Max Uplift 3=-9(LC 6),2=-45(LC 5) Max Grav 3=29(LC 1),2=192(LC 1),4=60(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live Ioad nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others}of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �d�t � > C- w?sSr��G ;- ,- ,: G. . ��„ '�,. � ,� 46?9 �;, �r'.'f:,�GI�TC��' 1r' ��s'�0?l�AL�%��, �' February 10,2012 �GFdR�dINCi-T�`ez°ifr�eZeszr�n,.pmtvrret:cna�znct RF.ie..t)IadLiTES G3N Tfil�;B.�dZ>INC°1,L?DF�£t dFTTF.F ftE�'E;f'.FM1t'E F.9CrE NI7F-?472,£,EFEkY..£d.tSE. �' �� Desiar.volid fo�use only wifn Miiek connectors.This design is based only uoon paramefers shown,ond is for an individuol building component. I! Applicability of oesign parometers anC proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown � is ior lateral suppoh of individual web members only.Additlonol temporary bracing to Insure stability dunng consiruction is ihe responsibillity oF the �I, p/{�° erectoc Additional permanenf brocing of ine overall siructure is ihe responsibility of the builtlin9 tlesigner.For general guidance regardinc i, Ey�{p�i{ �obncafion quality conirol,storoge de6very erection ond brocing consult ANSt/TPII Qualffy CrNeno DSB-89 and BC51 Building Component '� 7777 Greenback Lane,Suite 109 I Safety Informahon available from Truss Plate Inshtute 781 N Lee Sheet Suite 312 Alexondna VA 22314 Cdru:Heights.CA,95610 J t'�-:,cu here^��;:�c S��«r SF„ .�saFt��..:r i:�s _,. :;, h de.;:,::; si�r_�.arr�•;�€ e c.��.�:�e*�.�G�"fit�:ii!�.L�, :�_:..��r pt�,^.r,cr, �: 5P�I[s. Job ',Truss TrussType iQty IPIy � (grw)Parr EveiTacoma Peoples Builder/30 ' �i 1202122 ;J34 ROOF TRUSS 1 � � R34138559 �, � �� I ..Job Reference(optionaq �I The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Budington WA 7.330 s Dec 16 2011 MiTek Industries,Ina Thu Feb Q9 16:4225 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-DvylTn2 UODPsZ2C?pvUANaHzoCAPHgdAvH_7 WQzmncC �-o-� a-o-o a-o-� � 1D0 400 007 Srale=1�.15.4 3 � � 5.00 I 12 I � �� 2 � id � ° 1 � � i .._._—__ / � i .__. . _ . .�-- � � � �--� 3x4= 4 4-0-0 — aoa— " LOADWG (psf) �, SPACING 2-p-0 �! CSI I DEFL in (loc) I/defl Ud � PLATES GRIP TCLL 25.0 Plates Increase 1 15 TC 020 li Vert(LL) -0.01 2-4 >999 300 NT20 185/14B TCDL 8.0 , Lumber Increase 1.15 BC 0.11 , Vert(TL) -0.02 2-4 >999 240 BCL� 0.0 ' 'I Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n,'a n;a BCDL 7.0 I Code IRC2009/TPI2007 , (Matrix) ' , Weight:1 i Ib FT=16% LUMBER BRACWG TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 1 D-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross ! I bracing be installed during truss erection,in accordance with — I _Stabilizer Installationguide. � REACTIONS (Ib/size) 3=110/Mechanical,2=243/0-5-8 (min.0-1-8),4=25/Mechanical Max Horz 2=61(LC 5) Max Uplift 3=-37(LC 5),2=-50(LC 5) Max Grav 3=110(LC 1),2=243(LC 1),4=60(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � SUO�; � v��' ��V,'?�S� �G' h`�' %<.,.-ti. I4� J �'i' � �' �r � ,46� :;7 `j�. `�CX�TGtL, �v S` ��`Sj�?�`,AL�%�'�,� February 10,2012 WdRId7NG V�r-%��p d�i��ar pxr.r evex�terx rza�e2 FLE&I7 NC97�5 t1RuT 8:4iIS 9.NZ�F fNCE.CJI3F£7�TEK REFE,P,F�4?�"_.'E;F`�§GE I�€I-747J 5:'f`Ck�c„�,CfSE. �� i Desian valld ior use only with M7ek conneciors.Tnis design is based only uoon parameiers shown,ond is for an inaimdual buiitlina componen'. � �� Applicability of d=sign parometers and p�oper incorpora}ion of component is responsibility of buiidino designer-not truss desioner.Rracing shown is tor Ia}ero;support of individual w�b members only. Addifional temporory bracing to Insu�e stability during constr�ction Is the respontibillity of fhe a■��: erector. AddiYional p=rmaneM bracing of ihe overall siructure is}he responsibility of ine building designer.For generol guidonce reaardinq {VB fobncation qua6ly contro,,siorage,delivery erec}ion and braang consult ANSI/TPII Quairfy Cdfe ic DSB-89 and BCSI Buflding Component Safety Informat on a oil�ble f om Truss Plate Insfit�te 781 fv Lee Street Sulte 312 Alexondna VA 2�314 �, 7777 Greenback Lane,Suite 709 � :`Se tS h.,Ca�`E:.,°k€.sF':.tC�,eF• €ct-1'.i�Y IK�YP,..._x:;�i tl9G f7�zrr,��,�&i11s��6E;i�..��.,..�,.>.,i?f UbL4�£� h _�"3�`�Ji DIgGe�P��e SFr$. � Citrus Heights,CA,95670 � IJob �Truss iTrussType ic]ty IPy ' (grw)Parr Eve�Tacoma Peoples Builder,'30 l' R34138560 I ��1202122 �,J34A JACK 1 � 1 � � _ � �'Job Reference(optional) The Truss CoJ Tr�-County Truss, Sumner WA/Eugene OR/Burlington WA i.330 s Dec 16 2011 MiTek Industries.Inc Thu Feb 09 16:42:25 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-DvyITn2UODPsZ2C?pvUANaH JCASHgdAvH_7WQzmncC i '�'�-0 I 3-it-8 — �-�-� 3-11-8 Swle=1:15.2 3 5 00 172 � z � � _ j III� � I '�� i 3x4= 4—� 3-1 i-8 — —__ _—_ � ..-3-11-b - ...__' -_ _"_— I. '_--. "_i' —' '— __.-.. -- - — — LOADING (psf} S°ACING 2-G-D CSI DEFL in Qoc) I/defl L�d PLATES GRIP TCLL 25.D Plates Increase �.1� TC 0.17 � Vert(LL) -0.01 2-4 >99� 360 MT20 185/148 TCDL 8A Lumber Increase 1.15 �I BC 0.11 Vert/TL) -OA2 2-4 >999 240 ' BCLL 0.0 ` Rep Stress Incr YES WB G.00 � Horz(TL) -0.00 3 Na n!a BCDL '.0 _, Code IRC2009/TP12007 (Matrix) Weight:11 Ib FT=16% — -- LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross � �I bracing be installed during truss erection,in accordance with ' Stabilizer Installation ouide. REACTIONS Qb/size) 3=101/Mechanical,2=235/0-5-8 (min.0-1-8),4=25/0-5-8 (min.D-1-8) Max Horz 2=58(LC 5) Max Uplift 3=-34(LC 5),2=-49(LC 5) Max Grav 3=101(LC 1),2=235(LC 1),4=60(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been desig�ed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for[russ to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 20Q9 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �� Qlti �� ' �� _ S j�j��C v� `^ G�' 1 � � .0 ��G 6 r�� 4� ��I��.�L�� February 10,2012 6U�tNT3Yia T�tr€fu desc�a prss°mnetrr�QnciRFdD 3�J3�S t7N7:�ad5&�i?LiI�i�CIBE£��'7�12a�EP,E?4�E�`3G,�hFfF-747d£EFt'�P.E tl,sE. �� Desior valid for use only vrith M1ek connectors.This design is based only upor�parameters shown,and is ror on individuol building component. II � Applicobi�ity of d=sign parometers ond proaer incorporation of component is responsibility of buiiping designer-nof truss aesigner.Brocing shown II is for loleral support of individual web members only. Additional temporary bracing to insu�e stabill}v auring cons}ruction Is}he resoonsibillity of ihe ��y eredor. Addiiional permanenf brocina o�the overqll siruciure is}he responsibility of the bui�ding desipner.For aeneial auitlance reqa�ding �y�� fabricaf on quality conirol,storoqe,dehvery erection ond bro,.ing consult AN51/TPiI pualrty Cdtena �SB 89 and BCSI Bui{ding Companeni � 7777 Greenback Lane,Suite 109 Safeiy Informahon avoilobie f om iruss Plate Instifute 781 N.Lee Street.Suife 31 Alexandnc VA°2314 �� 4��r u_h_r��°S�nr Si�„_�°�dr�r�sN_e�,s�,Yh,��.�w°��(�c,,,�e�r�?�e�€�'°�e4i s C„3?z�r�I�,f,��i,,r pi mu.��t�r=yPT�. i Cdrus Heights,CA,95610 -- -- — --- -- - - -- - ,Job Truss i7russ Type iQry IPIy j (grw)P2rr Eve/Tacoma Peoples Buiided3D R34138561 I I1202122 IJ42 IROOF TRUSS II2 ' 1 ' , - � � Job Reference(�tionaq � I The Truss CoJ Tri-County Truss, Sumner WA!Eugene OR/Burlington WA 7.33D s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:4226 2012 Page 1 I D:I NboOxoeQt63XEkCV2yKkUyNq Wv-h6W7g6269WXjACnBNcOPvnp9BbWf07tJ7xkh3tzmnc6 -i-o-o z-o-� i-o-o z-o-� Scale=1:10.4 3 � I 5.40 12 Y 2 1 'o� i � l 4 / / � 3x4= <-o-o -- —4_�_� --- --- -- LOADING (psf) ', SPACING 2-0-0 , CSI I DEFL in Qoc) I/defl L�d PLATES GRIP TCLL 25.0 �, Plates Increase 1.15 , TC 0.09 Vert(LL) -0.01 2-4 >999 350 MT20 185/148 TCDL 8.0 � Lumber Increase 1.15 �� BC 0.12 I Vert(TL) -Q03 2-4 >999 240 BCLL O.0 " ' Rep Stress Incr YES WB 0.00 j Horz(TL) -O.OD 3 n!a Na ' B�DL 7.0 - CodeIRC2009/TP12007 i (Matrix) Weight:9lb FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross I bracing be installed during truss erection,in accordance with �� Stabilizer Installation guide REACTIONS (Ib/size) 3=20/Mechanical,2=191/0-5-8 (min.0-t-8),4=26/Mechanical Max Horz 2=36(LC 5) Max Uplift 3=-8(LC 6),2=-44(LC 5) Max Grav 3=20(LC 1),2=191(LC 1),4=63(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;SSmph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � �i�Oz'�7 �jt, . �..1��4 Y�i �� G>. t � � ��4b._ 'Y� � .�,.. �z��r�- �� '�`��.at,�;�c� February 10;2012 i 6F3RN�RSG F�r ify d�si�n pttj°uarcei:�ccnct RE3D l+}L�TES CtN TYiIS 83�TL�IN�LiJf3DELt�`.tYEF kEFEP.ENC£F.9GB Ie2[F-747d�Ft�FE'L;�E. �� e Design valld for use only with MTek connecfors.Tnis design is based only uoor.porameiers shown,and is for an individual building component. �� Apolicability of design poramefers and proper incorporoilon o`componenl is responsibildy of building designer-not t�uss designer.Bracing shown . is for Iaterai support of individual web members only.Additlonal temporory bracing fo insure stability during consiruction is}he responsibillity of}he � ■y��..� erecior. Addiiionol permanent brocinQ of the overal!siructwe is ihe responsibility of the building designer.For generol guidance regaraing ' �Vt fa ri I b caton. ualit conirol stora e d liv � q y g , e ery,ereCfion onti bracing,consult ANSI/TPIt qualfty Criteria,D56-69 and BCSI Bulldin Com onent I 9 P 7777 Greenback Lane,Suite 109 I SaFety Informafion availabie from Truss Plate Insiitute 78 N Lee Sfreet,Suite 312 Alexandno VA 22314 Ckrus Heights,CA,95610 � ;fyctt3�f,.�e,<..._;�-�_.SFi°�eS�€'u:,�-��elxs�°�,.��§thetic��:al�se�;aes,zr �_.,_,e,�;trc�,.u4fz"�42h,t,!�;��r�a-n�r,s��c^s S€�3�. � — ----- --- —__-- ---- Job Truss ',Truss Type 4ty �Py (grw)Parr Eve/Tacoma Peoples Builded30 ' ' ' R34138562 '! i 1202122 J44 ROOF TRUSS 2 �� 1 ' �i � ' _ _ �.Job Reference(optional) __ ' �The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7330 s Dec 16 2011 MiTek Industnes,Inc. Thu Feb 09 16�4226 2012 Page 1 I D:INboOxoeQl63XEkCV2yKkUyNq Wv-h6 W7g6269 WXjACnBNcOPvnpBubWi07W 7xkh3tzmncB �-o-o a-o-o ��a- � i-o-o a-o-o — o-b'� s�ia=r�s.< 3 � � I5.00 I 12 � �I � � �d i � 2 � �I ......_.__..—______.._ _ l°I � . ._.._.._._—._._... d `� � �—_� _— ______". 4 0 0 _'_ �_�_a LOADING (psf) ', SPACING 2-0-0 i CSI DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25.0 � Plates Increase 1.15 , TC 0 1fi Vert(LL) -0.01 2-4 >999 360 MT20 185"�48 -�D� S.0 ' Lumber Increase 1 15 i BC 0.i 2 ' Jert(TL) -0.03 2-4 >999 240 BCLL G.0 ' Rep Stress Incr YES ' WB 0,00 i Horz(TL) -D.00 3 n/a Na ' BCDL 7A ' Code IRC2009/TPI2D07 (Matrix) Weight:11 Ib FT=16% --- -- -- -- -- -- LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , MiTek recommends that Stabilizers and required cross Ibracing be installed during truss erection,in accordance with� Stabilizer Installation quide. REACTIONS (Iblsize) 3=104lMechanical,2=239/0-5-8 (min.0-1-8),4=26/Mechanical Max Horz 2=59(LC 5) Max Uplift 3=-35(LC 5),2=-49(LC 5) Max Grav 3=104(LC 1),2=239(LC 1),4=63(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �� S��N O . ��tVA. ��G G ,�� -o ��.��IST�� "'� Y ��4 AL�'r'��. February 10,2012 �Gti'bF"JYfN�'s�F�%}'°_u desigm pazresn�r�fm Qmd F.�BIt N€.�TE4 Gl��Tfs7��.l�aTLt Tlt"i:LLTI��t�T£P:.f{�.�ERENCE F'SCi��A37F-?473�:;Ftl�i£LF�. �� Design valid fa use only with MTek connecton.This tlesign Is based only uoon parometers shown,and is tor an inaividual building component. � �• Applicabilitv of design parometers ond proper incorporaYion of componeni is responsibility of building designer-not iruss designec Bracing shown �� is for latera!support of Individual web members only. Addifionol femporary bracing to Insure stability du�ing consirucfion Is the responsibillify of ihe I ��. erector. Additional permanent brocing of Yhe overall strucfure is tne responsibilily of fne building designer.'ror general guidonce regardino I, faorication.qualiry contro!,storoge,delivery,er?ction and brocing,consuA ANSI/iPil Quality Cdteria,DSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safety Informahon availoble from Truss Plate inshiute 781 N Lee Sireet Suite 31 Alexandria vA 22314. I� Citrus Hei hts,CA,85610 _ ��cu�f�•.•n��€ �.��r�"fr,;�:�sea��a_r.s:.:�U th�rJ �:,?`,al�s�..��xr��:�r�>_�e�PvM.i._C„t£:it�i:t�,h�3�:zr p��o�i°��s�il��Sfi}FG. � 9 Job Truss iTruss Type i�ty IPry (grvv)Parr Eve%Tacom2 Peoples Builder/30 R34138563 ' 1202122 IiJ46 IROOF TRUSS I2 , 1 ' ' � ' I�Job Reference(optionaq ' � The Truss Co.!Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16�4227 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-914V uS3kwqfaoMMNwKXeS?MJj?siIZ7TMbTEbJzmncA i-o-o a-o-o 6_0_� �o-0 4 0� � z-o-� s�ie=i�as a 1d 500 12 3 4 � 2 � . ..._ _—... . .—.._._._. .. 1 5 L� ,.-� �,,� 3u4= �-C 0 —"'_ ;_�:_p'_ . _____ _ _ ...' —"_'._ _-_ __—__ _i — '__ — _ -'_ LOADING (psf) SPACING 2-0-0 CSI DEFL in Qoc) Udefl L/d , PLATcS GRIP TCLL 25.0 Plates Increase 1 15 TC 0 i i Vert(LL) -0.01 2-5 >999 360 ' MT20 185/148 TCDL 8.0 ' Lumber Increase 1.15 BC 0 12 Vert(TL) -0.03 2-5 >999 240 B�LL 0.0 " ' Rep Stress Incr YES � WB 0.00 Horz(TL) -0.00 4 Na n!a BCDL 7.0 , Code IRC2D09/TP1200; ' (Matrix) , ' Weight 14 Ib FT=16% _ — -- —— -- -- --- - LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 4-0-D oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ', MiTek recommends that Stabilizers and required cross � Ibracing be installed during truss erection,in accordance with I I Stabilizer Installation ouide REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical,S=Mechanical. (Ib)- Max Horz 2=82(LC 5) Max Uplifl All uplift 100 Ib or less at joint(s)4,2,3 Max Grav AII reactions 250 Ib or less at joint(s)4,2,5,3 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capabie of withstanding 100 Ib uplift at joint(s)4,2,3. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S� Standard • �00�1� O . G �v�s�,��`C G-. � �� .�b�� > �1.��,, �GI�T��Y �<v ,�` :5;s f��;�:AL�%ra�, February 10,2012 WBP.PlIPtPtiG tZerisfi�ctr�iqn pm sxne.^trrs anet R�t?NC�TE�CtN T?iIS d.N1a F.td%LUL7�L7�TEKREPEP.E.�'E F'�G�k2tF-747.3 6��`CtfvE tt,a�. �� Design valid tor use only with M7ek connecfors.This design is based only uaon porameters shown,and is for an individual building comooneni. Applicability of design porometers ond proper Incorporo}ion of component i�responsibility of building tlesigner-not truss designer.Bracino shown II is for loterol support of individual web members only. Additional temporary bracing}o insure stability d�nng consiruction is ihe responsibilfity of ihe ' .A��. eredor. Addifional pertnaneni bracing of tne overall siructure is the responsibility ot the building oesignec For general auidance reparding � �\ft f�bricatlon,qualiiy control,stoioge,dellvery,erection and brocing,consuB ANSI/TPI7 qualily CrHeria,DSB-89 and BCSI Building Component �� 7777 Greenback Lane,Suite 109 I Salety InformaUon avoilable 6om iruss Plate Insfituie 781 N Lee Sfreet.$uite 31 Alexandrio VA 22314 ' Citrus Heights,CA,95610 � t�Scu�hr�r�P:�e �P��r 5F� �_�Pr�e i��s ct.._:;.�,th �9 ,��,°t,�l�r��ae�..i_��.;s...i e Ec.r�,g�i.��iP;��s��"�e rsra��o�b�; E.s°�{�kG. I --- --- — ,dob Truss �TrussType �pty iPy (grw)Parr Eve/Tacoma Peoples Builder!3G i 1202122 I�J62 ROOF TRUSS I� I � R34138564 I • � __L__ � I,Job Reference(opbonal) �� The Truss Co./Tri-Counry Truss, Sumner WA/Eugene OR/Burlington WA 7.33D s Dec 16 2011 MiTek industries,Ina Thu Feb 09 16:42:27 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-914VuS3kwqfaoMMNwKXeS?MKx?ppIZ7TMbTEbJzmncA -i-o-o z-o-� �o_o zo� — Swle=i'13.5 1 3 500� v z � I� , [o _ _._ _ ` 3x4= '_ __ _ _ _' 6 0 D . 6_�_� __ ' —__ —_ LOADING (psf} �� SPACING 2-0-0 I CSI I DEFL in (loc) Udefl Ud PLATES GRIP TCLL 25.G � Plates Increas° 1.15 ' TC O.Q9 Vert(LL) -0.07 2-4 >999 360 IJT20 185'S48 TCD_ 8.0 Lumber Increase 1.15 , BC 0.30 j Vert(TL) -0.14 2-4 >487 240 BCLL 0.0 ' ' Rep Stress Incr YES ', WB 0.00 j Horz(TL) -0.00 3 n!a Na BCDL 7.0 ' Code IRC2009,'TP120G7 ' (Matrix) Weight:11 Ib FT=16% - LUMBER BRACWG - -- --- — --- -- TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-7 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. MiTek recommends that Stabilizers and required cross � , bracing be installed during truss erection,in accordance with ��Stabilizer Installation guide REACTIONS (Iblsize) 3=20/Mechanical,2=205/0-5-8 (min.0-1-8),4=40/Mechanical Max Horz 2=36(LC 5) Max Uplift 3=-8(LC 6),2=-36(LC 5) Max Grav 3=20(LC 1),2=205(LC 1),4=97(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. NOTES (8) 1)VVind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard � Ci��.�� ) r ��'�V�iti.. �.�G(i 1,� ;' �' � 't� ��. � ��' ��r^ ��G STE�Y� ,v, 1 ��,`��'�L�N�1�` February 10,2012 I �"`�'c.{5��1i �eY'i„}7J7J f�e5ta7P,�'atal'BZFXU?.°f:CTis Q}lf?�'s.�.�}$Cd�''.S[Y��i.tuT'a�`:EF jl°�`4��7�3�+�i��'i��L��`$G.G��$1'�(fS„��7�'..a�',.�.}'�.. I � I I Design volld tor use oniy with MiTek connec}ors.This d_s;gn is based only upon paromete�s snown,and is for an individual building component. j �� Applicability of design parometers and proaer incorporaiion of component is responsibili}y of building aesign=r-no;iniss designer.Brocing shown � is tor laterol suppori of individual web mem�ers only.Addifional temporary brocing to Insure stability during cons}ruction is ihe iesponsibilli}y of ihe �g i ere ror. Additional permanent brocino of ihe overali s}ruciure is ihe responsibiliry of th_=building designer.For generol guidance regardina �![e�( tobncaiion,quality conirol stowae.delivery ereciion and brocing corsulf ANSI/TPII QualHy CrHeria,DSB-69 and BCSI Buflding Component �� 7777 Greenback Lane,Suite 109 Safety Information a ailable from 7russ Plate Instnute 781�.Lee Street Sutle 312 Alexondria VA 22314 �' � �"Scu�ns�is, u�e�SP�r;€�„ ,"..t,cri� �, ::.,�, !-r.t��-s�a'= Iua,ar=^^� �� ^i� uGfE,'��r1 L,t",.�r,rpro}��cs�e�z}�5PkL. � carusHeignts.Cn.sss�o � Job ,7russ ITruss Type IiQty �Ply � (grw)Parr Eve/Tacoma Peoples Builder/30 ', I1202122 ��J64 ROOF TRUSS �� li � , R34138565 'i ! �i Job Reference(optiona�_ ' The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc Thu reb D9 16A2:2E 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-d Ueu5o4Mh8nRQVVxZU 12t?Cu UOP92UONcbFDn7lzmnc9 i-o-o a-o-� i-o-o a-o-� Smle=i'15.4 3 5.00 I 12 � 2 ¢� , �� _ ---- � 4 ✓/ �r� `/__- 3xa= _ "___ -'. o D C '__ o'-D-C LdADING (psf) ' SPACING 2-0-0 � CSI ' DEFL in Qoc) I/defl L/d PLATES GRIP TCLL 25 0 ?lates In�rease 1.15 ' TC 0.18 Vert(LL) -0 07 2-4 >999 360 MT20 185/148 TCDL S.0 Lumber Increase 1 15 BC 0.30 Vert(TL) -0.14 2-4 >487 240 9CLL QO ' Rep Siress Incr YES WB Q 00 iI Ho2(TL) -O.00 3 Na n(a i BCDL 7.0— ' Code IRC2009;'TP12007 II (Matrixj I Weight:13 Ib FT=16% _. LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. , MiTek recommends that Stabilizers and required cross �� bracing be installed during truss erection,in accordance with _Stabilizer Installation guide REACTIONS (Ib/size) 3=104/Mechanical,2=253/D-5-8 (min.0-1-8),4=40/Mechanical Max Horz 2=59(LC 5) Max Uplift 3=-35(LC 5),2=-41(LC 5) Max Grav 3=104(LC 1),2=253(LC 1),4=97(LC 2) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever IeR and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other five loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-6-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 international Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��`�j S�J0:1, �� ' �t�F�''_�S� G � � ,c;� J \ `� � � .4' �'� �,�,465 :;, � �I�T[�Y `y .� �$'�fa!!�AL�%�`�� February 10,2012 � GY�.Ftf� l7cmi;fr�c�se�a gacn-mms:f.crnz,.anci k.E&fl NCi7�4 C�N 77�IS B.NL�i IN"i'�.T.UL1Ef1 b.T't2'EKREPERE.N+�'�F"AG�A:e(F-7473�f`C7F'.E�CZSE. '�. �� i Design volid for ure only with MRek connector=_.Thls tlesiqn is based only upon parameters shown,and is for an individual building componen�. ' Appllcabilify of aesign porometers and proper incorporation of componeM is responsibility of building designer-not irun aesignec Brocing shown is for laieral support of individual web members only. Additiona!tempo�ary bracing to insure stabili}y during construcfion is ihe responsibillity of}he ■��T��-. erecioc Additional permaneM bracina of tne overall siructure is the responsibility of ihe building designer.For qeneral guidance regardina ftr) ( i faorication,quality control,sioroge,delivery.=rec}ion ond brocing,consult ANSI/TPII Quality Criferia,dSB-89 and BCSI Building Component � 7777 Greenback Lane,Suite 105 Safety Informohon avoilable from Truss Plaie institute 781 fv.Lee Sireet,Suife 3 2 Alexandria VA 2314 � �-5�L9iMr[°u"6 t_:,reP ifC;i� , �?d`Fd7€'t'l��,F_ �.si�, �1 i1v z`.�9t�EIL".3SAYk�,iYC�_C;P:a:,i.f�K'SE".'°z,�9.�y h+tiw J (�E'h�CM18�°L�^;S�P� C�lrus Heights,CA,95610 j Job Truss iTruss Type iQty Ply ' (grw)Parr Eve/TacomB PBOpIES BuildBr/30 R34138566 1202122 J82 ;JACK j3 ' 1 ', , i � I Job Reference(optionaq The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:4231 2012 Page 1 I D:INbo OxoeQt63XEkCV2yKkUyNq Wv-23JOkq6F_390Hzg899bacrWOxcBoh N62H DRSk4zmnc6 -i-0-0 � i-11-11 B-0-0 1-0-0 7-11-11 � 6-05 Scale=1:16 7 3 5.00 12 .I + � � I � � Ia 1 4 3x4 II E-0-0 8-D-0 LOADING �psf) ' SPACING 2-0-0 ' CSI ' DEFL in (ioc) Udefl Ud ' PLATES GRIP TCLL 25 0 Plates Increase 1 15 TC 0.09 Vert(LL) -0.18 2-4 >500 360 ' MT20 185/148 TCDL 8.0 Lumber Increase 1.15 ' BC 0.43 ' Vert(TL) -0.37 2-4 =244 240 BCL'� 0.0 ` Rep Stress Incr YES ', WB 0.00 ', Horz(TLj -0.00 3 n!a n!a BCDL 7.0 Code IRC2009/TP12007 (Matrix) , Weight:13 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly appli=d or 6-0-0 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ' MiTek recommends that Stabilizers and required cross —� �! bracing be installed during truss erection,in accordance with � Stabilizer Installation guide. _ REACTIONS (Ib/size) 3=17/0-5-8 (min.0-1-8),2=217/0-5-8 (min.0-1-8),4=53/Mechanical Max Horz 2=36(LC 5) Max Uplift 3=-7(LC 6),2=-29(LC 5) Max Grav 3=17(LC 1),2=217(LC 1),4=128(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live laads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 7 Ib upiift at joint 3 and 29 Ib uplift at joint 2. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard SOp�; O,l, -��.��S�a� ��G`C r in r, 2• -� � 46�, ' � � ��'��I�TG�Y �4� `S�rC)?�i��1:1 February 10,2012 u°er�.r�rxc�-��,-F;��a��,�:�,��.�fa�rrc':°��c��rs s�m�xc�.�m�rr�r��.s��r�r z��s��.�us�. -- Design volid for use o�y wi}h M7ek connectors.This design is based only upon parometers shown,and is for on inarvidual building comoonen?. I, �� I Applicability of a=sign parometers and proper incorooration of compon=ni is responsibilitv of buiiding designer-not truss d=signer.Brocing showr. is for lateral suppori of individual web members oniy.Adaitionol temporan�bracing fo Insur=sfobility dunng consiruction is ihe responsibillity of the �pq�� erector. Additional permanent brocina of ine overal!siructure is ihe responsibility of the building designer.For general auidance regoroing [ fabricaflon.quality conirol storaae,delivery erecfion ond bro ing,consult ANSI/TPI7 QualNy Cdlena DSB-89 and BCSI Building Gomponent 7777 Greenback Lane,Suite 109 �� --Safety Inbrmafion available 6om Truss Plate Inshtute 781 N.Lee Street,Suite 312 Alexanana VA 22314 Cdrus Heights,CA,95610 -- � € Sn�thrr�,"�r�e i:SF t�r SF a• t��i,�.r is.�er..`�� ie de.;<�:�.s�ur,ar-e.�_.,c.;��:�.i.c.�.4;�p .t��:_�+. �e pi°r��r,rs t!�z��5f`36. � Job Truss �Truss Type IQry IPry (grw)Parr EvelTacoma Peoples Builderi30 I ' R34138567 1202'122 j J84 JACK 3 � I Job Reference(optionap The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industnes,Inc. Thu Feb 09 16:42:32 2012 Page 1 ID:INboOxoeQt63XEkCV2yKkUyNqWv-WGtOxA7tIMHtu7FLjt6p9239J0U1 QqMCWt6?GWzmnc5 -1-0-D 3-11-11 B-0-0 7-0-0 3-11-11 4-0-5 —� Swle=i:i6] 4 5.00 172 3 � � 2 j� , �o � , � s.4— 5 L— --- �� — � s_o_o LGADING (psf) I SPACWG 2-0-0 ' CSI I DEFL in (loc) Udefl Ud I! PLATES GRIP TCLL 25.0 Plates Increase 1.15 I TC 025 �, VeR(LL) -0.18 2-5 >500 360 � MT20 185/148 TCD� S.0 Lumber Increase i.15 II BC 0.43 � Vert(TL) -0.37 2-5 >244 240 BC�L 0.0 ' Rep Stress Incr YES WB 0.00 I Ho2(TL) -0.00 3 Na Na �� BCDL 7.0 � Code IRC2009/TPI2D07 ' (Matrix) I� � Weight:16 Ib FT=16°/ LUMBeR BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cros� bracing be installed during truss erection,in accordance wdh I Stabilizer Installation guide. REACTIONS (Ib/size) 2=150/0-5-8 (min.0-1-8),5=53/Mechanical,3=231/0-5-8 (min.0-1-8) Max Horz 2=58(LC 5) Max Uplift 3=-90(LC 6) Max Grav 2=152(LC 2),5=128(LC 2),3=231(LC 1) FORCES (Ib)-Max.Comp./Ma�c.Ten.-All forces 250(Ib)or less except when show�. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)fortruss to truss connec[ions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 90 Ib uplift at joint 3. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE�S) Standard SUt�l�r �� '�� C��W'�S� �G' �.�`�, �`�;� 't'J �" � 46� t;`r ��, �'�z��re�.� 1� ,s,��?�r,ax.�N� February 10,2012 I �W&P�8uIR1� T��rift�d�stgr.g+czr°�mefeas axad PF,g:1 N:?m£�tYNTfiIS B7t�I>INCL[1Z3EL9 211TEK F�.�ERFA?CE F3GE I�IZI-747��EFt_D�".E IfSE. �� Desiqn valid for use only with MRek connecfors.This design is based only upon parameiers shown,and is for an indrvidual building component. � �r I ApolicabiliN of desi�n oa�ameters and proper incorporatlon of component is responsibility of building designer-not iruss aesignec Brocing shown �, is for lateral supporf of Individuol web members only. Additiona�temporary bracing to insure stability during consiniction Is ihe responsibilldy of ihe �� I erectoc Additional permanenf brocing of the overal��,struciure is ihe responsibility o`}he 6uilding designer.For generol guidance regarding ,� � fobncaiion.quality contro storage,deirvery rection and bro ing consult ANSI/TPI7 QualNy GOeria,DSB-89 ond BCSI Building Component 7777 Greenback Lane,Suite 109 � Snfety IMormation avoilabl from Truss Plate Instirute 781 N Lee Sireet Suite 312.Alexandna VA 22314 — � Cdrus Heights,CA,95610 —� I i�.SQla.,lY..',E£t�':°(f��f�P ,,:l��'��'1'�..��.,.,,�.;�Lti..,�'�Csk�.,.,6�tiL'.:�:ifv.�'ifi€��,FZ.�..tt�.f�.'t,�?,'�'�t�hj hi�.,�I'�C�I:�fY$.,t�n,g`5��'E'.. � Job ;Truss iTrussType IQty IPIy , (grw)Parr Eve/Tacoma Peoples Builder/30 ' R34i38568 i li 1202122 J86 IJACK II3 1 �i Job Reference�optionap ' The Truss Co.!Tri-Counry Truss, Sumner WA!Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:42:32 2012 Page 1 I D:I Nbo OxoeQt63XEkCV2yKkUyNq Wv-WGtOuA7tIMHtu7 FLjt6p9234_OU 1 QqMCWtB?G Wzmnc5 �-o-o s-i i-i i e-o-o r i-o-o 5-i�-n z-o-s Snle=1:19.8 3 5.�0�i2 � 2 oI , _ io � �� ; �� ; , 3x4= 4 8-D-0 8-�-0 LOADING (psf) SPACING 2-0-0 CSI ' DEFL in (loc) Ildefl L!d PLATES GRIP TCLL 25.0 II Plates Increase 1.15 TC 0.52 Vert(LL) -0.18 2-4 =500 360 NT2D 185/148 TCDL 8A Lumber Increase 1.15 BC 0.43 Vert(TL) -0.37 2-4 >244 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 ' Horz(TL) -0.00 3 n/a n,'a BCDL 7.0 �!i Code IRC2009/TPI2007 (Matrixj Weight:18 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. ! MiTek recommends that Stabilizers and required cross I� bracing be installed during truss erection,in accordance with I Stabilizer Installation guide. REACTIONS (Ib/size) 3=173/0-5-8 (min.0-1-8),2=325/0-5-8 (min.0-1-8),4=53/Mechanical Max Horz 2=82(LC 5) Max Uplift 3=-60(LC 5),2=-43(LC 5) Max Grav 3=173(LC 1),2=325(LC 1),4=128(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp 6;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end verticat left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 60 Ib uplift at joint 3 and 43 Ib uplift at joint 2. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(5) Standard ri�0�� . C.,� �i<1$j��,y}��i' ,, . YG. . �� 2�. � ��4�'� �', �� IS�re�-� � 1^�s��fl�L�"��i� February 10,2012 Wtkf",.a]7NG $�eri;�°t�d�seazn.pcaraarrtefers and RF.6.t7 h6CDT€u�'CYN Y�Z;S�p Fh�t:i:€{IIEL1 d�7'E!:kEPE�{�,N'�E F'3G£NIl`}�T473 E'Ef`i?.�..E LfSE. I � Desian volid for use only with M7ek co�nectors.This desiqn is based only upon parometers shown,and is for an indrvidual building comooneM. � Appficability of aesion parometers and proper incorporaiion of component is responsibility of building designer-not}russ desionec Bracing shown , is tor loterol support of indlvldual web members only. Additional temporary bracing fo Insure st�bility dunng consiruction is ihe resaonsibillity of ihe , p,y��;`�� erecior. Addlfional permonent bracino of ihe overall sirucfure is the responsibility of fhe building designer.For general guioance regardina tYl !� fab;ication,quolity controi.storoge,deiivery,ereciion ond bracing,consulf ANSI/TPII Qualily Criieria,DSB-89 and BCSI Buiiding Component '�. 7777 Greenback Lane,Suite 109 Safety Inbrma6on ovoilabie frorr.iruss Plate Insirtute 781 N.Lee Sireet,Suite 312 Alexandno VN 22314 � CRrus Heights,CA,95610 1�`.�i��aYhere,'n�r5F'c�e Se,,.<��€Le-ric�„_s.`::_ thc e3..�za�"�.s1u-L:.��r� `�_�c e�'ic�....�ue G�.r=e;'�{i�_C}F��.�=.�r pru��:n��._:5F'��Ie. � I — —=-- -- - I YP ---- �. Y — -- -- Job Truss Truss7 e Qt IPry (grw)Parr EvelTacoma Peoples Builder/30 � R34138569 11202122 IIJ88 IJACK 3 II 1 ' , ' ' I I i�ob Reference(optionap The Truss CoJ Tri-County Truss. Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Intlustries.Inc Thu Feb 09 16:42:32 2012 Page 1 I D:INboOxoeQt63XEkC V2yKkUyNq Wv-WGtOxA7tIMHtu7 FLjt6p9230D0U 1 QqMC W[B?GWzmncS i-o-o �-ii-ii a- o i-o-o �-i i-i i o--s Smle=1�.24.7 3 5.00 12 • 2 fll � .._. .... ..____. ... . �o. 1 �/ - � / �I � �j 3x4= 4 8-0-0 -- 800 — LOADING (psf) SPACING 2-0-0 � CSI DEFL in (loc) I/defl Ud PLATES GRIP i CLL 25.0 Plates Increase 1 15 i TC 0.83 �rt(LL) -0.18 2-4 >500 3n0 NT20 185/148 i CDL 8.0 Lumber Increase 1.15 I BC 0 43 Vert(TL) -0.37 2-4 >244 240 3CLL O.G ' Rep Stress Incr YES II WB 0.00 I Horz(TL) -O.DO 3 n'a n!a BCDL 7.0 Code IRC2009/TP12007 (Matrix) , Weight:21 Ib FT=16% LUMBER � BRACING TOP CHORD 2x4 HF 1650F 1.SE TOP CHORD Structura�wood sheathing directly applied or 5-7-10 oc purlins. BOT CHORD 2x4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross - 1 bracing be installed during truss erection,in accordance with I Stabilizer Installationguide � REACTIONS (Iblsize) 3=241lMechanical,2=389/0-5-8 (min.0-1-8),4=53/0-5-8 (min.D-1-8) Max Horz 2=105(LC 5) Max Uplift 3=-84(LC 5),2=-55(LC 5) Max Grav 3=241(LC 1),2=389(LC 1),4=128(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (8) 1)Wind:ASCE 7-05;S5mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 ptate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 84 Ib uplift at joint 3 and 55 Ib uplrft at joint 2. 6)This truss is designed in accordance with the 2009�nternational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 8)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �,fl01y Q �; ��`G -� G>. � c��, �.. �9 �, 46�9 ��.r��ts�r�R�� 4 ,S�:x�hi7.l�L.�l�1 February 10,2012 � W9P1dfPfG-�rrc,�ra d�sx'a�t;.pcas�:zrn€f.c*^s ancl Ft�A€�1 NCTTE�C>N TSIS B.�+dLt iNC"i«CTL1Ei��TBY RE�EF�.N'�°.�F"9GE A2�f-747'3�C�RE LfSE. I �� Design volid ior use only witn Miiek connedors.This design is based only�por.poram=lers showr,and is for on individual builtling component. Npplicabiliiy of design parameters ona prooer incorporation ot component is responsibility of buildina designer-not fruss designer.Bracing shown I, is for loteral support of individual web members only. Additional tempo�ary bracing to Insure sYability ouring consiruction is}he resoonsibillity of ihe �A��heF�� erectoc Addi}ional permonent brocing of ihe overall siructure is}he responsibiliN of the building designer.For general auidance regartling CYI �A� � faoricofion.a auty control storage,delivery.ereciion and bracing,consuA ANSI/TPII Qualfty CrBena D58-69 and BCSI Building Component 7777 Greenback Lane,Suite 109 I Safety Informafion avoiloble from Truss Plate Insidute 781 N.Lee Sireei Suite 3 2 Alexandna VA 22314 '�. Crtrus Heights,CA,95610 t_S�rsthvrs.,"°�e� �i"ae iF„s..��#>�r i�.s��---:;c,..k�c r��€�p��l��;aim�re�_uff�e�.ti.e t>-i=q;z01.h,-,�z:,:i.�r pE�a�r�s �,y'Sf'kG. i Job 7russ ;Truss Type Iqry IPIy ' (grw)Parr EvelTacoma Peoples Builder/30 . , R34138570 i, ; I 1202122 I�J810 JACK 13 1 ', �� _1 � __' �Job Reference(optionap . The Truss Co:`Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.330 s Dec 16 2011 MiTek fndustries,Ina Thu Feb 09 16:4228 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-d Ueu5o4Mh8nRQ W�cZU 12t?CuJ6P75U0NcbFDn7lzmnc9 _t-0-0 � B-0-O + 9-it-11 i-0-0 B-0-O 1-i i-11 Srale=1'.29.7 d I �d 3 5.00 112 I � � ��. ._...._ 2 �i � 0 1 T - (" x I J� I ��/ �I �7�'�. �xn= 5 8-0-0 _ 8_0_0 _'__—"____— . _'—'_ ... —'— I __—�'_'—'____.'_.__ —_— ,.. —__-_. LOADING (ps� �i SPACING 2-0-0 �, CSI '� DEFL in (loc) Ildefl Ud I PLATES GRIP TCLL 25.0 �, Plates Increase 1.15 I TC 0.83 �� Vert(LL) -0.18 2-5 >500 360 ', MT20 185/148 TCDL S.G ' Lumber Increase 1.15 I BC Q.43 Vert(TL) -0.37 2-5 >244 240 ' BCLL 0.0 ' ', Rep Stress Incr YES I WB 0.00 Horz(TL) -0.00 4 n!a n/a � BCDL 7.0 Code IRC2009�'TPI2007 � (Matrix) ', Weight:23 Ib FT=16% LUMBER BRACING TOF CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I MiTek recommends that Stabilizers and required cross II bracing be installed during truss erection,in accordance with , Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical. (Ib)- Max Horz 2=128(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)4,2 except 3=-107(LC 5) Max Grav All reactions 250 Ib or less at joint(s)4,5 except 2=389(LC 1),3=307(LC 1) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wnd:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise)gable end zone; cantiiever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)4,2 except Qt=1b)3=107. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3. 7)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. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard SOO,'�r � c'��{��w�sH �'c �,� `''o �p �65. Q`� �1•� ��ISTE�Y '" S'. �;�`�t��a�ALYN�; February 10,2012 gj,LVttIiN%NG�Frr:r ifi�dese qn pczr°earn�[:era Q�ia R.Ed.t?IJCJ7�'4 ON Tfi7�B.�TLa IN�L C7L��t Z�`TEF R�F'EP.E.AT�'E�I'3t'aE�i7F-74�T'd EE�t3F.E LtSE. � RT X" Design volid for use only with MRek connectors.Tnis d=sign is based only upon parameters zhown,ana is for an individual building component I� � AppGCability of design parameters ana proper incorporation of component is responsibility of building designer-not iruss designer.Bracing shown �, is for latera'support of indlvidual web members only. Additional temporary brocing to insure stability dunng consiruction is the responsibilli}y of}he �� er=cior.Additional permaneni bracing of the overall siructure is ihe responsibility of the building designer.ior generai auidance�egarding fa5ricauon quality coniro storag_,deuvery erection and broang consult AN51/TPII Qualrfy Crilena DSB-89 and BCSI Bmlding Component 7777 Greenback Lane,Suite iQ9 I I Safety Vnformafion avoiloble from iruss Pl�te Instituie 78 N.Lee Sireei Sude 3 2 Alexandnc VA 22314 �I Cdrus Heights.CA,95610 � '��a:�%t,�wr�>ra�;Sfi'z+e�F,..?�,.E:r..er_,..,.,�c�=�;�i hctl�<,�;'..slea�r��rr.�t_.,_.;.�.i.� .��f:ittl,.h,�.��e��r.�as .�;�:P SP�E?. I --i .lob iruss 7russ Type Ocy iPiy (grw)Parr Eve/Tacoma Peoples Builder/30 . R34138571 � 1202122 'J812 JACK 3 1 ' �� ' ',Job Reterence(optional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industnes,Ina Thu Feb 09 16:4229 2012 Page 1 I D:I NboOxoeQt63XEkCV2yKkUyNq Wv-6hBGJ85_SRvI t g W m2kZ6XQRUspTKDTdmqvyLfCzmncB i-o-o s-o-e >>->>->> _p-+ $_o_o --- --- s-�i-�� Swle=1:34-6 4 5 � 50012 3 � � � �d' 2 �� 1 i ✓� � �X'i v�, 3x4= by 8-D-0 r- ----5_�_0 -------- LOADING (psf) I SPAGING 2-0-0 ' CSI DEFL in (loc) I�defl Ud PLATES GRIP TCLL 25.0 Ptates Increase 1.15 TC O.S3 ' Vert(L'_) -0.18 2-6 >SDD 360 ' MT20 185/148 TCDL 8.0 �I Lumber Increase 1.15 BC 0 43 ' Vert(TL} -C.s7 2-6 >244 240 ', BCLL 0.0 ' Rep Stress Incr YES �I WB 0.00 �I Horz(TL) -0.00 4 Na nla ' BCDL 7.0 Code IRC2009�'TP12007 (Matrix) I Weight:26 Ib FT=16% —. — __-- --- --- LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with _Stabilizer Installation guide. _ REACTIONS All bearings 0-5-8 except(jt=length)4=Mechanical. (Ib)- Max Horz 2=152(LC 5) Max Uplrft All uplift 100 Ib or less at joint(s)2,4 except 3=-128(LC 5) Max Grav All reactions 250 Ib or less at joint(s)6,4 except 2=389(LC t),3=367(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord iive load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,4 except Qt=1b)3=128. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)This truss is designed in accordance with the 2009 Internationaf Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the anaiysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard /7� SCJC?IV t� . � ��v4 A j��`C `, .a� �c � 4 - � `�' ��f.��,..��IST��Y `v 5 C'�� `Sjf�?4`,�L�r:� February 10,2012 I SF'�lT°'',.hAT.i+�li--LPerify d�sr�r,pcarumetc�r�cznc�RE6.CJ NGJTi:�GN Tfif�BNZ?IJd%L,C2)EL.'�`.tTEK.'F+.�FERE�'E f�'.9GF.kI€F-?473€EFCx'c�"_E�Ct.�. �I �� Desian valid for use only with MRek conneciors.This design is based only upon parameters shown,and is for an individual building com�onen?. �I Applicability of design parameters ono proper incolooratlon o!component is resoonsibility of buiiding d>signer-not iruss tlesigner.&acing shown � is tor lateral supporl of individual web members only. Ndditional tempo�ary bracin�to insure siability during consiruction is fhe responsibillity of fhe I �A�g�`'`� II erecioc Addiiional permaneni bracina of tne overall sirudure is ihe responsibility of ihe building designec For general ouidance regarding I 1�i ! t�. fobricafion,quality confroL storoge,deliverv,erection and bracing,consuH ANSI/TPIt Quaiity Cdieria,�SB-89 and BCSI Building Component . 7777 Greenback Lane,Suite 709 Safety Informat�on availoble from Tr�ss Plare Insirtute 781 N.Lee Sireet,Suite 312 Alzxandnc VA 22314 CRrus HeighL CA,95610 ! Sc��sttrer?��`%�e��5P err 5E�,zu*tbrt ia_<..e_�`E:..,�3 the ue�t�n��IUC:�at^r_.�t,.3c��ri�.tn,c t,.,�£:'�4i�C,.:-_.�:.�;rr�,�-onosact c�;SPIE;. � i _ --— ---- ---- ----- Job Truss 'Truss iype �4ty �piy � (grw)Parr Eve/Tacoma Peoples Builderl30 R34138572 1202122 I J814 JACK I3 1 � � I � 'Job Reference(optional) ___' The Truss CoJ Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16:4229 2012 Page t� ID:INboOxoeQt63XEkCV2yKkUyNqWv-6hBGJ85_SRvI1gWm2kZ6XQRUspTKDTdmqvyLfCzmnc8 -i-0-0 8-D-0 13-11-it _ _ _ � 1-0.0 ' 8-0-0 � 5-11-11 � Srale=139.6 5 4 L b s.00 hz 3 � � id Id ........ ... . . . �I �� 2 I I� ' �� I � 3x4= 6 5-0-0 5-0-0 , LOADING (psf) � SPACING 2-0-0 �I CSI � DEFL In Qoc) I/defl Ud �I PLATES GRIP TCLL 25.0 ��i Plates Increase 1.15 � TC 0.83 �'i Vert(LL) -0.18 2-6 >500 360 ��i MT20 185/148 TCDL 8.0 Lumber Increase 1.15 BC 0.43 ' VertiTL) -0.3? 2-6 >244 240 ', BC�L 0.0 ' ' Rep Stress Incr YES i WB 0.00 ' Horz(TL) -0.00 4 n/a n/a � BCDL 7.0 I Code IRC2009/TP12007 ' (Matrix) ' Weioht 28 Ib FT=16% -- — — ---- LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.SE TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. BOT CHORD 2x4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross brecing be installed during truss erection,in accordance wRh I I Stabilizer Installation guide _�� REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical. (Ib)- Max Horz 2=172(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2 except 3=-115(LC 5),4=-105(LC 6) Max Grav All reactions 250 Ib or less at joint(s)6 except 2=389(LC 1),3=320(LC 1),4=332(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer ta girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2 except(jt=1b) 3=115,4=105. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 7)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. 8)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard } �OVl� ^ C��v'A,�� ,'�G �� ,�:�; � A� � 4�; �.c,� �.��. �'�ISr��' �� `��?�r�x,�N�� February 10,2012 I 6TFF�f:RIFdG�SF�°if�ctesegar<.peu°YZaneters a�nc:P,P�dL'h�'7T.E�C7Fd T sl.:.BNZ�IRfC=L:tTDE`S7 bE��Y7F.K�FERE.N�'E F.9GE P1{7�747`:,'EEt�CkF'.£L3S£. '� � 6 d K Design valid for use only with MTek conn>cfors.This design is based only uoon parameters shown,and is for an individual building component � � Apolicability of design paromeiers and proper incorporation of componenf is responsibility of building designer-not truu designec Brocing shown �, is fo�Iateral support of individual web m=mbers only. Additional temporory bracing to insure stability dunng consiructlon is the responsibllliiy of}he oy�i��t� I erector. Additionol permanent bracing of ihe overall siruciwe is the responsibility of ihe building designer.For general guidance regardinc fYl K � fabncation,quality con}rol,storage,del�ery erection anc bracing,consult ANSUiPIi Qualify Critena DSB-69 and BCSI Buifding Component I 7777 Greenback Lane,Suite 109 i SaFef}Intormahon availabie from Truss Plaie Institute 781 N lee StreeL Sude 3 �Alexandnc VA 22314 Ci[rus Heights.CA,95510 � f sn�a.F��rs:r.�k�.�F i�r 5F°�' :�,°�,b�r.�.�„e.��s tl ��_U4>`« „�tu,ae�ro�.��...:'�e.6nc��;[Et.+'�4St�,�:��'"xE"�r p�rn�.4�s��d�} 5F7�. I ;,1ob !ITruss ITrussType IQry Ply � (grw)ParrEve/TacomaPeoplesBuilder/30 j i R34138573 �11202122 'J816 JACK 3 1 I �I �__ � �.Job Reterence(optional) I I The Truss CoJ Tri-Counry Truss, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries.Ina Thu Feb Q9 16:42:30 2012 Page t I D:INbo OxoeQt63XEkCV2yKkUyNq Wv-atIeWU5d DI19fp5ycS4L4d_fcDpZyw[v2ZiuCezmnc7 �.p_o s-o-o i i s-i i-i i '1_p_p ' B-D-O ' 7-11-it Sole=1:44.5 6 5.00� IN ,d 5 3�5% 4 3 � I i� / 2 I � � �v, 1� — — — �� . d' �I 3x<_ 5-0-0 s-aa ----- ------ – --- --- -- ----- - — ---- ---- -- LOADING (psf) I SPACING 2-0-0 CSI ', DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 25.0 Piates Increase 1.15 ' T� 0.83 Vert(LL) -0.18 2-7 >500 360 MT20 185/148 TCDL 8.0 Lumber Increase 1 15 BC 0.43 ' Vert(TL) -0.37 2-7 >244 240 ' BCLL OA ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 6 n'a n,'a ' BCDL 7.0 � Code IRC2009�fPl2007 � (N;atrix) �, Weight:31 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2'Except' TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. 1-4:2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF 1650F 1.5E MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with _Stabilizer Installation guide. REACTIONS All bearings D-5-8 except Qt=length)S=Mechanical. (Ib)- Max Horz 2=196(LC 5) Max Uplrft All uplift 100 Ib or less at joint(s)6,2,5 except 3=-129(LC 5) Max Grav All reactions 250 Ib or less at joint(s)6,7 except 2=389(LC 1),3=368(LC 1),5=263(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)6,2,5 except Qt=1b)3=129. 6)Beveled piate or shim required to provide full bearing surface with truss chord at joint(s)6,3. 7)This truss is designed in accordance with the 2009 Internatio�al Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �� SC�O�r Q o�`wA ir�,�`G 4� , G� �.�' rJ� ��A ��'t�TE�?�`' `�� SS�a?lt:ALY�e`�,1�` February 10,2012 � �,6V�"..rF1N�- T�'eri��y dr_siqn.gcz�zanze8.crs a�d REdL'3+:()7�S C1N Tfi7S 6.�Z+INGLCJDEIt S?IYEK.RE.�'�F�E P..�GE f�'Ldl-79TJ EEFt�RE L7SE. �� Desian valid for use oniy with M7ek connec}ors.Thls design is based only upon parameters shown,and is for an individual building componenf. � � Npalicability of aesign parpmeters and aroper incorporation ot componenr is responsibility of buiiding designer not iruss designer.Braang shown Iis for lateral support of indlvidual web m=mbers only. Additlonal temporory bracing}o insure siability dunng construciion is the responsibilhiy ot the ��``�• I eredor. Addifional permanent bracino ol}he overall siructure is tne responsibility ot ihe building designer.For general guidance regarding K fobrication,ouolify coniro�storoge,deli ery erection and brocing consuN ANSI/TPII Qunidy Cntena,DSB 89 and BCSI Building Component 7777 Greenback!ane.Suite 109 I Safeiy Informai�on availabie from Truss Plate Inshtute 781 N.Lee Streef.Sutle 3 2 Alexandna VA 2�314 �. Ci[rus Heights,CA,95670 t:Scu*�hvr:� °�eiSP�i�a�..:�:��ir,,�ei��,._v.rztdtt��etiey.� _�i��..,=�r•� Er�a�e;;r..i._6v�r,ts�4i �,�'_§.�,rt�rfl�[��r�a t��°SRfG. _ I Joo ,7russ I7russType Iory IPIy ' (grw)Parr Eve/Tacoma Peoples Builder/30 j R34138574 � 1202122 �J818 IJACK I3 1 ' i Job Reference(optional) The Truss Co./Tri-County Truss, Sumner WA;Eugene OR/Buriington WA 7.330 s Dec 16 2011 MiTek Industnes,Ina Thu Feb Q9 16:4230 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-atle WU5d DI19fp5ycS4L4d_fcDpZywtv2ZiuCezmnc7 �-1-0-0 8-0-0 17-11-11 1-0-0 8-0-0 9-ii-11 Swle=1'49 5 � 5.0o i1z 6 � 3�t5% 5 4 � � 3 2 a ,/�� '�-- �� 3x4= b s-e-a — --8_0_C - LOADING (psf) SPACING 2-0-0 I CSI DEFL in (locl Udefl L/d I PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.83 Vert(LL) -0.18 2-8 >500 360 ' MT20 185/148 TCDL 8.0 ' Lumber Increase 1.15 BC 0.43 Vert(TL) -0.37 2-8 >244 240 ', BCLL 0.0 ` Rep Stress Incr YES WB 0 00 Horz(TL) -0.00 6 Na n,'a i BCDL 7.0 Code IRC2009/TP12007 I (Matrix)�—_ _ _ — Weight.34 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2`Except` TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins. 1-4:2x4 HF 1650F 1.SE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF 1650F 1.SE , MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with� Stabilizer Installation guide. REACTIONS All bearings 0-5-8 except Qt=length)S=Mechanical. pb)- Max Horz 2=218(LC 5) Max Uplift All uplift 1 DO Ib or less at joint(s)2,5,6 except 3=-129(LC 5) Max Grav All reactions 250 Ib or less at joint(s)8,5 except 2=389(LC 1),3=368(LC 1),6=315(LC 1) FORCES (Ib}-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,5,6 except Qt=1b)3=129. 6)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3,6. 7)This truss is designed in accordance with the 20D9 Intemational Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard OOt� � . C; �;nsr�� '�'c _'�� 'YG,. _ ��. �. �o� � �6�9 �;� `�� '�dsren'� ", � ,�.�` S,�IO?°d AI.�%"�C. February 10,2012 F,YAF�•.NlfltCr $�`�t'a`it deszt*fi�+c3a°eZrrae°fet'z.Sind REdlt NCJTES CI7v 1"��.�iIS AALZ:k S�LCJ£�E£F BffTE�:F'�Pu�P.ENG�F3�'r��.fl-741�s?EEFi}F'.£LIS£. I �� I Design valld for use only with MiTek connectors.Thls design is based onlv upon parameters shown,and is tor an individual building component. Apalicability of design paromet=rs and proper incorporofion of component is responsibility of building designer not iruss designer.Bracing shown I is for Iateral supporf of inaividual w°b memoers only. Additional temporary brocing io insure stability during consrruction Is ihe responsibillity of ihe p��T�e_<. eredor. Additional permanenl bracing of tne overall siructure is ihe responsibility of ine buildin�oesigner.Por general guidance regarding , IH9 ! d{ faoricaiior�,quality coniroi,storoge,delivery,erecYion and orocing,consult ANSI/TPII Quality Criferia,DSB-89 and BCSI Building Component I 777�Greenback Lane,Suite 709 Safery Information availabie trom T�uss Plote instituie 781 N.lee Street,Suite 312 Alexandria VA 22314 � Cdrus Heights,CA,95610 F�c�mYRern <�e;��'z�e�F,...�mr�er�_��_s.�.,s�3,.�,.,t}�,;�.�.at�a�e��.ec._7�,.8.c,'�ee.i._€�>,�s'241 i�L�,�Z�S:,�r�rz�}'s�s.,C�:=Sf't��. � ,Job Truss I7russ Type IQty Ply il (grw)Parr Eve/Tacoma Peoples Builded30 R34138575 ''� , �!1202122 J819 IIJACK 2 II 1 ' I Job Reference(optional) The Truss Co.i Tri-County 7russ, Sumner WA/Eugene OR/Burlington WA 7.330 s Dec 16 2011 MiTek Industries,Inc. Thu Feb 09 16A2:31 2012 Page 1 I D:INboOxoeQt63XEkCV2yKkUyNq Wv-23JOkq6F_390Hzg899bacrWqMc8ohN62 H DRSk4zmnc6 .-1-0-0� 8-0-0 19-10_15 �_o_o a-o-o ii-io-is Swle=1'SC.3 5.0�12 � 6 3x�, 1d � ; 4 5 � � 3 I _. ..--_.. . —_—.__. . . 1 2 i Qi — i/.,—I .� � � 3x4= 8 8�_� _'_� 8-0-G - —__...__ __—__ —_— _— .—__ __.. — __"_ ____"' — , _ ,, --__ __'__'_— LOADING (psf) SPACING 2-0-0 ' CSI DEFL in poc) I/defl Ud PLATES GRIP TCLL 25.0 j Plates increase 1.15 ' TC 0.83 Vert(LL) -0.18 2-8 >500 360 MT20 185/148 TCDL 8.0 ', Lumber Increase 1.15 I BC 0.43 , Vert(TL) -0.37 2-8 >244 240 BCL'� 0.0 * � Rep Stress Incr YES ' WB 0.00 Horz(TL) -OAO 6 n!a nfa B�DL i.0 Code IRC2009,?P12007 � (Matrix) � Weight:36 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2`Except' TOP CHORD Structural wood sheathing directty applied or 4-6-8 oc purlins. 1-5:2x4 HF 1650F 1.5E BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. BOT CHORD 2x4 HF 1650F 1.SE If MiTek recommends that Stabilizers and required cross � I bracing be installed during truss erection,in accordance with ' Stabilizer Installation guide REACTIONS All bearings 0-5-8 except Qt=length)4=Mechanical. (Ib)- Max Horz 2=240(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)except 3=-130(LC 5),4=-104(LC 5),6=-118(LC 5) Max Grav All reactions 250 Ib or less at joint(s)8 except 2=389(LC 1),3=368(LC 1),4=297(LC 1),6=378(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (9) 1)Wind:ASCE 7-05;85mph;TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone; cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capab�e of withstanding 130 Ib uplift at joint 3,104 Ib uplift at joint 4 and 118 Ib uplift at joint 6. 6)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,6. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI t. 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 9)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard SUO,� r�,�, G wAS�� C , G>. � �'a J � ?� �� ,�46�9 Y� �� . �rs�re�. �� ssl�,�,��,H , February 10,2012 6T+�P,NINtr T�tri�ta€£�ser�n pta�wrr�etrr�anc2 F".EA3 N€DT�S Ck7d Z2iTS BAdZP IN'vl.CT13EIj bfPT�EA'RE�ER�°E f".9GE A2i1-79?`;.�s;FC�&".E USE. � � I B.Ad � Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an Indiv dual building component. I ��r. Applicability of design parameters and proper incorporation of componeni is�esponsibility of building designer not huss tlesigner.6racing shown is for lateral support of individual web members only. Additiona!temporary bracina to insure stobility during construction is the responsibillity of ihe R,��'`�� erecior. Addiiionol permanent bracing of ihe ove�all siructure is}he responsibility of ihe building designer.For�eneral auidance regarding PY� 1� fabricatlon,quality control,storage,delivery,erection ond bracing,consuA ANSI/TPII QualFty Crlteria,DSB-89 and BCSI BuiVding Component ' 7�T,Greenback Lane.Suite 109 Safety Inbrmation avoilable irom Truss Plate insidute 781 N.Lee Sireei Suite 3 2 Alexandnc VH 22314 Cdrus Heights,CA,95610 i ,��u'h+°re�`.�e;SF c�r S��sn�iSs��r i�*a�.e�.r�.�>_7 thc ci�°v€�..��lu��.,..�arc��.,e�;#e._zi.e€.�,.;5"�t�1 h,+�?.':_�e�,i�;�irs-,d�:�S�IB. ---- .— - _-- ---- --- �— c°� D � Oo r' 'v • � II ' v, i "'� c�„ c D m � D o fl � � ,�.` j � � v �N � '� �'� Z D ^ N O ,�, � � � Q � � �` ~ po I I W O m � C�SG�W��Za D J,\� D � i.Q '^ C —�CD Q Q p C j ~ � �,<p �(Q � O ¢ A OG. O Z � � 7 � � (�� ' Z � � � n � � � S?°O �Q O � C Q C Q �,O �Q � � �� u��i �p� � �-Q � o,� ��o� Z Q G�o � 0 3 �� • a� �� p am c � � cQ a-63 � � gQ o� °_� `�• c��o o'o ° � � �° f� � °�� < m ,•� m c�X �.�c�o �� v °o � �oaQ� � �` `° °c �•a � c° �„� Q . o � Q� o oti �-�o.Q-6 O� �� '� o�-a 3moo D-m3� p 3 � Q �� a ° °-�0- c 0. ° �D °� �D.° m �k No �� om � �� -, m� Z � ocm m � �D � �: �� NQQm Z •cnwpn, m �'n Q 0 �'.� Q � � � . 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