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2279 Truss Specs ' ' � 'i 8-9-0 15-1-0 � T06 1-4-0 � ! _ _- ._�I -- II- -- Io I,02(s�, I' T03(3) T04�(7) il- _ _ )�r� � �� o i �I i _ - _ _ I � � I � 0 I � � __ ___ � � ___ __ —__ _ _ _ _ _ � I � i I I � T08 c� p � .... O II� 2�2 0 c0 F— T10 12 3 0 rc`=� � �'�7-0!° . , � i — . . �:.� w.__.,s �,r,�,.�.,,�._ r - - _ --,.--,. -_ � �� p� Tacoma Peopi�s B�i�c��r �� , _ _---- Plan 2279 R1 � ��"-� _ ,. ____- '-St)O-5'�3=384T __ .._ . ., . . � � � ��> � � � PC7WEfi�-� P�RFCIRM,". MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Fax 9161676-19Q9 Re: B1075506 2279 Rl The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Tri-County Truss-Burlington, WA. - - - -Pages or sheets covered by this seal: R33342103 thru R33342114 My license renewal date for the state of Washington is March 20,2011. Lumber design values are in accordance with ANS1/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. __ __ ��o saor�� o � o�w�s�f �G ' �� t��J� '�� ,�4E�S9 � , �.Y ��j?�,rAL�'� _""", July 8,2011 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 1. i , ' iJob iTruss 7russ Type �Qty Ply �2279 R1 R33342103� -� 'B1075506 IJ1 GABLE 1 1 o Ref rence o tional Tri-County Truss,Burlington,WA.,96233, 7250 s May 11 2011 MiTek Industries,Inc Fri Jul OB 0823:28 2011 Page 1 ID:sPM?Kpc1 m4ETd8K_Gb WS4Lz_ISY-uiMaT?7nt3wV RY4o0zJCV6S35QAsXJqi 5uyq80z_9MD ��-0-0 5-it-B ��Q 5-it-B Swk=1�.20.8 iSx4 II 3 t I1 Sx4 I� SW� 1.SVa II y I�I ._—...—.— _..___—..— . 1 4 1 Sv4 II 1 SM4 II 1.Sv4 II 3v4= _��_ LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.57 I Vert(LL) -0.07 2-4 >977 240 I MT20 165/148 TCDL 7A Lumber Increase 1.15 BC 0.36 Vert(TL) -0.18 2-4 >391 180 , BCLL 0.0 ` Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n!a n/a Weight:22 Ib FT=0% BCDL 10.0 Code IRC2009/TPI2007 (Matrix) _ - LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. y BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. '!3 OTHERS 2 X 4 DF Stud/Std I MiTek recommends that Stabilizers and required cross bracing � be installed during truss erection,in accordance with Stabilizer __ - ; ------ — ---- �Installation auide REACTIONS (Iblsize) 3=177/Mechanical,2=322/0-3-8 (min.0-1-8),4=57/Mechanical Max Horz 2=59(LC 5) Max Uplift3=-38(LC 5),2=-31(LC 5) Max Grav 3=177(LC 1),2=322(LC 1),4=115(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 3)Gable studs spaced at 1-4-0 oc. 4)This truss has been designed for a 1 D.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)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 heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE{S) Standard �7 SOO;'�r � . � ��Z'�Sg7 .�C .��' �G.�, r r� �' �,�4f)�_ ' �r ��.. �ISTE�Y' ,� s��N�L�`yG July 8,2011 °� 6YAli"A`fNi"r-Vc.r%,Fy d�igx parnrr�aEm:ramcT RFr9d3�"J1�..4 t1ATYitS 1§Nf37NCI,Di3f'D 6StIY�.;T{2Ef'.F12F..NCB PAG�hIIF�7473 ree,t.p-37:ffP,FOf��GfSF. �e D°sign valid for use only with M7ek connectors.This design is based only upon paramefers shown,and is for an individual building component. Applicability of design parameniers and proper incorporation of componen}is responsibility of building designer-not iruss designer.Bracing shown �� is for laterol support of indlvidual web members only.Additional temporary bracing to insure stability during consiruction is ihe responsibilli}y of ihe _ _R erector. Additional permaneM bracing of ine overall siructure is ihe responsibiliry of the building designer.for g=neral auidance regarding ^ow<° ^<'°°�` fobrication,quolity coniro�,storage.delivery,erection ond bracing,cons�lt ANSI/iPli QualHy CrHeria,DSB-89 and BC51 Building Componenf 7777 Greenback Lane,Suite 109 Safety Informalion a�ailable from Tr�ss Plate Instdute,28i N.Lee Street Suite 312.Alexandna.VA 22314. C¢rus Heianls,CP..95610 . � �I�ob 'ITruss TrussType . �Q�Y P�y I�79R1 R33342104� �16107550G �iiJ2 MONOTRUSS I�2 � I , 'Job Referenc o tional Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Inc. Fri Jul OB 08:2329 2011 Page 1 . I D:sPM?Kpc1 m4ETd8K_Gb WS4Lz_ISY-MuwygL8PeN2M3if_ZhqR2K?ErqW5Gm3sKYhNgTz_9MC ��-0 5-it-e � �p_Q 5-17-B _ .. s�k=��.zo.e 3 � 5.00 12 2 y _ _ __ o _._ ____ 4 _.. ... ..-_-3y4= _ _._—. _.. ^9 5-i'-e DEFL in loc I/defl Ud PLATES GRIP LOADING(ps� SPACING 2-0-0 CSI I � � >977 240 I MT20 185/148 TCLL 25.0 Plates Increase 1.15 TC 0.57 Vert(LL) -0.07 2-4 TCDL 7.0 Lumber Increase 1.15 BC 0.36 'I Vert(TL) -0.18 2-4 >391 180 , BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n!a n!a Weight:16 Ib FT=0% BCDL t0A Code IRC2009lTP12007 I (Matrix) j �— LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 5-11-8 oc purlins. BOT CHORD 2 X 4 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 Stabilizer — -- ___— --- _ _ ___ -- Installation auide REACTIONS (Iblsize) 3=177/Mechanical,2=322/03-8 (min.0-1-5),4=57/Mechanical Max Horz 2=59(LC 5) Max Uplift3=-38(LC 5),2=-31(LC 5) Max Grav 3=177(LC 1),2=322(LC 1),4=115(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard S��N � C'` � '� �I��"G -� �� y :��. � � �, �b�9£� ��r�� ts�re��'�� rc�!�i n�.�H July 8,2011 � c��xnvc;.x��r��'�n,�a,��.��xr�:Ar��a�.�c,ra arus nrann ruca,zrr,�,n rr��x��,a�cc�rnc�rmx.�ara,-�,aa-ro�ne�s�u�€r�r;. I —�� i Design vaiid for use only with M7ek connectors.This design is based only upon parameters shown and is for an individual building component. I Appllcability of design paramenters and proper incorporation of component is responsibiliiy of building designer-not iruss desi9ner.Bracing shown q��° `, is fo!lateral supporf o(individual web members only. Additional temporary bracing to insu�e stability dunng construction Is fhe responsibillify of the �1Y1�/�16�.RM, erecioc Additional permanent bracing of ihe overall structure is tne responsibility of ihe building aesigner.Far general guidance regarding w<^f6PeF"'O . I fobricatlon.quality control,sioroge,delivery,erection and bracing,consuli ANSI/TPII Qualify Criteria,DSB-89 and BC51 Building Componenf 7777 Greenback Lane,Suite 109 Safefy InPo�mahon avoilable from lruss Plate Inshtui=,281 N.Lee Sireet,Suite 312.Alexandna.VA 22314. Cdrus Heights,CA,95610 , il�ob ITruss Truss Type IQty Ply �',2279 R1 R33342105I I61075506 I�T01 GABLE � � I� ob Reference o tion I Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2D11 MiTek Industries,Ina Fri Jul OB 0823:33 2011 Page 1 IDsPM?Kpc1 m4ETd8K_GbWS4Lz_ISY-Ff9TWiBwibYnYJzmoWvNCA92jRy5CZySFAfbpEz_9M6 . 35-0-0 6-0-0 �1-0-0 17-6-0 t7E-0 �-�� _p_� 17fi-D Scele=1:63 3 3K6= 15 16 1� 14 18 500 12 13 19 12 2D 11 21 22 f0 23 9 24 B 25 3x6% � 3r6� 26 27 6 Zg 5 4 I I 29 3 �� I 30 91 7- N� 2 Ib ° 3K4= 3x4= � 55 54 53 52 51 50 d9 48 4] 46 45 44 43 42 41 40 39 38 3] 36 35 34 33 32 . .____.... _.. _.__.___ 3K6= 3-- Plate Offsets X Y: 16:0-3-0 Ed e -- LOADWG(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 ' Vert(LL) -0.00 30 n/r 120 MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 30 Nr 90 � BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 30 n/a n/a I BCDL 10.0 Code IRC2009/TPI2007 (Matrix) I , Weight:202 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. '� BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. lil;' OTHERS 2 X 4 HF No2 MiTek recommends that Stabilizers and required cross bracing i; -- I be installed during truss erection,in accordance with Stabilizer I Installation guide. _ - REACTIONS All bearings 35-0-0. Qb)- Max Ho¢2=-58(LC 6) Max Uplift All upliR 100 Ib or less at joint(s)2,32,33,34,35,36,37,38,39,40,41,43,56,55,54,53, 52,51,50,49,48,47,46,30 Max Grav All reactions 250 Ib or less at joint(s)2,45,44,32,33,34,35,36,37,38,39,40,41,43,56, 55,54,53,52,51,50,49,48,47,46,30 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever IeR and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consuR qualified building designer as per ANSIITPI 1-2002. 4)All plates are 1.Sx4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)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. �pQ�; 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �l� (j ��w�, t �`C �oao case(s) stanaard ,��, � �'G� c"F' � r° 4 ". 4� ��.��.��"crs�r��Y� �� G ;5,��A��ra July 8,2011 66:ti3T'sYPNK's�Yc-rJir deesr.drz parameke.rr.muFi hF:�iI.PAD7"1'z.0 GP+i'TXfB ANf1 7F1CL[3i7F.ZD&IITF�:�FdF,F.6RP�NN'Cko PACrE Pr97I�7478 rm,ZQ?'t77i RP.FOFtX?CF�E. �£ Design valid for use only with M1ek connecto�s.Thls design is based only upon parametea shown,and is for an individual building component. Appllcabiliry of design parameMers and proper incorporation of comoonent is responsibilify of building designer-not}russ deslgner.Bracing shown d■��k_-� is for lateral support of Indlvidual web members only. Additional temporory bracing to insure siability tluring construcYion is the responsibillity of ihe PQ�1�'oP�({RN erecior.Addiiional permaneni bracing of ihe overall struciure is ihe responsibility of the building designer.For g=neral Quidance regarding we• "R' � i fabricatlon,quoli}y control,storoge,delivery,erection and bracing,consuB ANSI/iPll Quality Cdieria,�SB-89 and BCSI Building Componenl 7777 Greenback Lane,Suite 109 Safefy Informohon ava�lable from Tluss Plate Instiiute,287 N.Lee Stree},Suite 312.Alexandria.VA 22314. Coms Heighls,CA,95610 _ �,Joo !ITruss Truss Type Qty Ply I 2279 R1 R33342106 61075506 '�iT02 6 1 I COMMON i o Reference o tional Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Inc. Fri Jul OS 0823:35 2011 Page 1 ID:sPM?Kpc1 m4ETd8K_GbWS4Lz_ISY-B2HDxOCAEDpVnd78wxurlbFFBFS WgNvIiU8iu6z_9M6 ��6 Q 23 Z�z Zg_��_� 35-0-0 36-0-0 1�0-0� 6-0-9 'I1-9-0 , 5-8-12 5-e-t2 6-0-9 1-0-0 �_p_�� 6_0_g 58-12 5-B-12 Srale=1:G0.] 4x4= 6 5.00 I1"t 3K4 i 3K4� 5 � 1 Sz4�� 1.Sa4�i 3K6 i 3x6� 8 9 4 3 ._.__._._-.—. . _ 10 2 �� I� � 15 14 13 12 3x6= o ...... ._—__ ..—. .._._.. .. 3v6= 3x4= 3x6= ��3v4= 3x8= 6-t-2 35-0' B-10-14 17-6-0 &10-14 8 10 14 8-7-� — B�2 Plate Offsets(X Y) �2'0-0-6 0-0-3 10:0-0-6 0-0-3 _ LOADING(psf) SPACING 2-0-0 CSI il DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 25A Piateslncrease 1.15 TC 0.58 Vert(LL) -0.22 14 >999 240 MT20 185/144 TCDL 7.0 Lumber Increase 1.15 BC 0.81 ' Vert(TL) -0.54 14-15 >774 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Hoa(TL) 0.18 10 n/a n!a BCDL 10.0 Code IRC2009ITPI2007 (Matrix) Weight:124 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud/Std'Except' WEBS 1 Row at midpt 7-14,5-14 __ 6-14:2X 4 HF No2 MiTek recommends that Stabilizers and required cross braang be installed during truss erection,in accordance with Stabilizer Installation auide REACTIONS (Iblsize) 2=1529/0-5-8 (min.D-2-8),10=1529/D-5-8 (min.0-2-8) Max Horz 2=-58(LC 6) Max Uplift2=-73(LC 5),10=-73(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2952/103,3-4=2698/73,4-5=-2627/90,5-6=-1919/80,6-7=-1919l80, 7-8=-2627/90,8-9=-2698/73,9-10=-2952/103 BOT CHORD 2-15=-109/2632,14-15=-53/2215,13-14=0/2215,12-13=0/2215,10-12=-51/2632 WEBS 6-14=-15/1080,7-14=-709/89,7-1 2=014 50,9-12=299/76,5-14=-709/89,5-15=0/450, 3-15=-299/76 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)This truss is designed in accorda�ce with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard 5�� Q � C,t � 'n �t �G .�, ;�, �'> . �!�. �a "°�� 46�9bY�y � �� zsTe�? � �`��?�rAZ,�%�� July 8,2011 A c�+ARY"Tl�trs-ve:-e,�r��syR p��`,'�+��a R��a`f�.s.S�"t[+�r»fS ext)rra�'[,t7Ai>rj tKr7Y-ac�3�F`�'.KR..KtJCF�PAC>E rr?SZ�7a73+re za�'tYR r,E£'af2�[.P.SE. ��.` Design valid for use only witn Miiek connectors.Thls design is based onry upon parameters shown and is for an indlvidual building component. Appllcability of design paromenters and proper incorporation of component is responsibility of building designer-not iruss designer.Braang shown ��q�- Is for lateral support of individual web mem6ea only. AddiYional temporary bracing to insure stao�liry during consiruction is ihe responsibilli}y of the P . at . erector. Additional permanent bracing of ihe overali siructure is ihe responsibility o`ihe building designer.For general auidance regarding o..ex o rea.vR�.° fabriwtion,quality con}rol,sforage.delivery,erection and brocing,consult ANSIRPII QualHy Criteria,OSB-89 and BCSI Building Gomponent 7777 GreenbaCk Lane,Suite 109 Saiety Informafion available from Truss Plate Instrfufe.281 N.Lee Street,Suiie 312.Alexandna.VA 22314. Cdrus Heights,CA,95610 ' , IJob �iTruss Truss Type �Qty Ply 2279 Rt R33342107I i B1075506 T03 COMMON 3 � I, Job Reference o tion I Tri-County Truss,Burlington,WA.,98233, 7.250 s May 11 2011 MiTek Industries,Ina Fri Jul 08 08:23:37 2011 Page 1 ID'.sPM?Kpc1m4ETdBK_GbWS4Lz_ISY-7QP_M4ERIq3DOwGX1 MzJNOKak3708G82Aodoy?z_9M4 i�-sa n-s-o zs-z-iz ze-i�-� ss-o-o 1'0-0 6-0'9 68-12 5-&'12 6-0-9 �_p_p 6_p_g SB-t2 5-B-12 Scale=1:59.6 4�4— 6 500 12 3v4% 3v4� ] 5 1 SK4� 3a6% 1 Sr4 i 8 4 3 ...._ . _— _.... .... . . . . ... 9 z �d � �3 10 ° 12 ....__ .._11 . _..— _. _... 4x6= 4x6- 3H4= 3R6= 3x4= 3z8- 17fi-0 26-t- 35-0- 8-'10-14 8_�_ ' -4 _ —-B 10-14 7 LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.70 ! Vert(LL) -0.23 12 >999 240 , MT20 185/144 TCDL 7.0 Lumberincrease 1J5 BC 0.87 I Vert(TL) -0.5512-13 >757 180 I BCLL 0.0 ` Rep Stress Incr YES WB 0.51 Horz(TL) 0.18 9 n/a Na Weight:122 Ib FT=0% BCDL 10.0 Code IRC2009/TPI2007 (Matrix) II _ LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF StudlStd'Except' WEBS 1 Row at midpt 7-12,5-12 6-12:2 X 4 HF No.2 MiTek recommends that Stabilizers and required cross brecing . I be installed during truss erection,in accordance with Stabilizer �I Installation quide REACTIONS (Ib/size) 9=1456/Mechanical,2=1538/0-5-8 (min.0-2-9) Max Horz 2=60(LC 5) Max Uplift9=-47(LC 6),2=-73(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2972/103,3-4=-2719/73,4-5=-2647l90,5-6=-1939/81,6-7=-1939/80, 7-8=-2764/96,8-9=3040/112 BOT CHORD 2-13=-111/2651,12-13=-55/2234,11-12=-6/2253,10-11=6l2253,9-10=-67/2727 WEBS 6-12=-16/1095,7-12=-732/91,7-10=-1/482,8-10=-340/81,5-12=-7Q9/89,5-13=0/450, 3-13=-298/76 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 1 D.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 connedions. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIftPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��L��" 5��, � � �i�`�- ��I,y_�G � ,,._- G;� �. � "a�� 46�9 Y c;� ��. �z�T�.n 1 �'�s��!�7 aL��'�s� July 8,2011 W.t3Y.AlIN£i-V�r%fi,t e3w�syn p�enm,-tersc vna.i2EAt?t�Tn..S tYA'B7fIS 6NF3 7;NCd.t)Z)ETD��7F`F:'k,FP.E�F.E�.NC"F�t`AGF°MdF T473 ree.Zp�176 BF,FOfB�CJ�F.. ��.•. Design valid for use onYy with MTek conneciors.This design a based on�y upon parameters shown and is for an mdividual buildmg component. Applicabildy of deslgn paramenters and proper incorporation of componeM is responsibility of building designer-not iruss designer.Bracing shown �;p�g 5, i is for lateral support of individual web membea only.Additlonol temporary bracing to Insure stability during construction is the responsibillity of the �YI�5�44. erector. Additional permanent bracing of ihe overall struct�re is the�esponsibility of�ne builaing designer.For general guidance regarding PowEa,o�Ea a- fabrication.auolity conirol,storoge,delivery,erection and bracing.consuA ANSI/TPII Quality Crfleria,D56-89 and BCSI Buiidiog Component 7777 Greenback Lane,Suite 109 Safety Informaiion available from iruss Plate Insiitute,281 N.Lee Sireet,Suite 312.Alexandria.VA 2?.314. Cdrus Heighis,CA,45610 , , Job ITruss TrussType �Qty Ply i2279R1 R33342108 I61075506 IT04 COMMON I� � Job Ref rence o tional Tri-County Truss,Burlington,WA.,96233, 7250 s May 11 2011 MiTek Industries,Ina Fri Jul 08 0823�.38 2011 Page 1 ID:sPM?Kpc1m4ETd8K_GbWS4Lz_iSY-cdyMZPF3W864e4rjb4UYvDthISRYtjOBPSNMURz 9M3 22-11-12 26-B-7 34-9-0 S39 t 15-0 t 73-0 5 B_72 6-0-9 5_g_g � SB-72 5-8-12 5-e-12 Scak=1:58.3 4t9= 4 3M9� 5.00�i2 3K4 i 5 3 1 Sx4% 1.SK6�� 6 2 .... ___-... _ . _.— _. ..__. . _ . 7 1 I� ; � o it 9 . . 8— __'—._ _._ .. .. . 4x6— 10 — 6x6= 3x4= 3H8= 3K6= 3v4= 2SiD-2 3a-9" B-7-t4 17-30 , 8 7 2 8-10-t4 � 8 7 14 8"7'2 � LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) Ildefl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.90 Vert(LL) _023 �� 769 180 MT20 185/144 � ) I TCDL 7.0 I Lumber Increase 1.15 BC 0.92 il Vert TL 0.54 7-8 BCLL 0.0 ' i Rep Stress Incr YES WB 0.51 Hoa(TL) 0.18 7 n/a n!a Weight:121 Ib FT=0% BCDL 10.0 Code IRC2009/TP12007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-3-7 oc purfins. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF Stud/Std`Except* WEBS 1 Row at midpt 5-10,3-10 4-10:2 X 4 HF No2 , MiTek recommends that Stabilizers and required cross bracing_ WEDGE I be installed during truss erection,In accordance with Stabilizer Left:2 X 3 SPF StudlStd Installation quide REACTIONS (Ib/size) 7=1454/Mechanical,1=1454/Mechanical Max Horz 1=-53(LC 6) Max Uplift7=-47(LC 6),1=-46(LC 5) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-2952/107,23=2705/94,3-4=-1934/81,4-5=-1934/80,5-6=-2759/96, 6-7=-3035l112 BOT CHORD 1-11=-115l2628,10-11=-57/2225,9-10=-6/2249,8-9=-6/2249,7-8=-67/2723 WEBS 4-10=-16/1091,5-10=-732/91,5-8=-1/482,6-8=-340/81,3-10=-705/90,3-11=0/441, 2-11=-286/78 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right , exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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)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. ��n' � . LOAD CASE(S) Standard �,� }?�'A,��r>��r _ �4� Cr� ;�� '. �+ 4�'� � ��..�`�cr�re�Y �� .S,SrC)?4�AL�%r'� July 8,2011 �SL:A3d'idflsdG-b ereju r?r.mig n pcsrmnetera arrtz`P2P,A!?�T�..��r!°d T'fll:>AMJ f�'I,(Ii}$d)67dTS5F?'�f2F.FP4...�fi E`.4G£7�d77 T47B ren Zt7�'Ck€r BEF`C�RF,US`FS,F.. �� I Desion valid for use only with M7ek connedors.Thls design Is based only upon parameters shown and is for an individual building component. Appllcability of design parameniers and proper incorpora}ion of component is responsibility of building designer-nof iruss des gner.Bracing shown ��t_° I is tor lateral support of indlvidual web members ony. Addiiional temporary brocing to insure stability during cons}ruction is ihe responsbilli}y of ihe ({. � erector. Addifional permaneni bracing of}he overall s}ructure is ihe responsibiliry of ihe building designer.ror general guidance regarding PowER oP�R.va.,- I fabricofion,quality conirol,storage,delivery,erection and brocing,consuA ANSI/iPll Qualily CrHeria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Saiefy Informafion availoble trom Truss Plate Ins}dute.281 N.Lee Sireet,Suite 312.Alexandria.VA 22314. — Coms Heights,CA,95670 I�ob ITruss Truss Type Qty Ply 2279 R1 R33342109 61075506 TOS GABLE � � ob Reference o tio al Tri-County Truss,Burlington,WA.,98233, 7.250 s May 11 2011 MiTek Industries,Inc. Fri Jul OS 0823:42 2011 Page 1 I�:sPM?Kpc1 m4ETd8K_GbWS4Lz_ISY-UOCtPnIZaMh W7h9UqvZU431 a0414pdAnJ4LZdCz_9M? i7-a-o aa-ao n-�-o n�-o Scale=i:Gl.6 3x6= 13 14 15 12 i6 11 1� 10 18 S.W 12 19 9 20 8 21 ] 22 6 23 5 24 4 25 3 26 2 2l , --- -- __ I� � d 0 5x6= 3K4= 51 50 49 48 4� 4G 45 44 <3 42 41 40 39 38 3] 36 35 34 33 32 31 30 29 28 . ..___..--." __'—_ __....Sw6- � 0 34-9-0 Z4 0 0-- Plate Offsets X Y: 14:0-3-0 Ed e 37:0-3-0 0-3-0 LOADING(ps� SPACING 2-0-0 CSI ' DEFL in (loc) Udefl L/d i PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.06 i Vert(LL) n!a - Na 999 MT20 185l144 TCDL 7.0 Lumber Increase 1.15 BC 0.05 , Vert(TL) n!a - n!a 999 BCLL OA ` Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 27 n!a n!a BCDL 10.0 Code IRC2009/TPI2007 (Matrix) Weight:199 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF No.2 � MiTek recommends that Stabilizers and required cross bracing — WEDGE i be installed during truss erection,in accordance with Stabilizer Left:2 X 3 SPF Stud/Std i Installation quide. . REACTIONS All bearings 35-0-0. (Ib)- Max Horz 1=53(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)28,29,30,31,32,33,34,35,36,37,38,51,50,49,48,47, 46,45,44,43,42,41 Max Grav All reactions 250 Ib or less at joint(s)27,1,40,39,28,29,30,31,32,33,34,35,36,37,38, 51,50,49,48,47,46,45,44,43,42,41 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=42psf;BCDL=3.Opsf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1-2002. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. C)Qnr Q 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �, ��$�t �7G LOAD CASE(S) Standard _i� �G' !7�'.+ 2. "�a� ��46�9 ��;� �� zs�r�.�?' ��' s,��o�fAL�� July 8,2011 � wsrr�vrz,� v��r a�sy�Fa��-�;•��an�sr�s c��r rtra�arrv rn�a,r�aar.r3�.K xz�.e,�a�„n�c•�°r��asx�$7a�,z€�-��xF�ar�€r�:. —�° Design valid ior use onN�th Miiek connedors.This design is based only upon parameters shovm and is for an indroid�al building component. I Applicability of design paramenters and proper incorporation of component is responsibility of building designe� not iruss designer.Braang shown 6.��A��• is for lateral support of indlvidual web members only. Additional temporary bracing to Insure stability during cons}ruciion a ihe responsibillity of ihe (�e �� erector. Addifional permanent bracing of ine overall structure is ihe responsibility of the building designer.For general guidance reqarding PowEa >ER�+RM� fobrication,quality conirol,storage,delivery,ereciion and bracing.consult AN51/TPII QualiYy Criferia,D5B-89 ond BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormation avadable from Truss Plaie Inshtute,281 N.Lee Sireet.Suite 312.Alexandria,VA 22314. Ci[rus Heights,CA,95610 I I,�ab '�,Truss Truss Type IIQty Ply �2279 R1 R33342110 �I61075506 ��'IT06 GABLE 11 1 I, . I Job Reference(o�tion� � Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries:Inc. Fri Jul OS 06:23:45 2011 Page 1 ID:sPM?Kpc1m4ETd8K_GbWS4Lz_ISY-uzu?1pKStH34_9u3V27Biif3HH1_0?GD02ZDDXz_9Ly �s-i-o is-s-o _0_8_� 7-6-B 7_6_8 0-e-0 0 8_0 � 7-6-8 Scale=1:2G.9 3x6- 6 � 5 8 5.00�12 4 9 3 10 . .—._ I,�..... . I it �� 2 i�b o� y ..-_..... . .. . . . . .. . 1] 16 . ... .15 �—� 14 13 12 3x4= 3+0= t5-t-0 15-1- Plate Offsets(X Y1 f6 0 3 0 Edge] -- i = LOADING(psf) SPACING 2-0-0 CSI j DEFL in Qoc) Udefl L/d PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.15 ' Vert(LL) 0.01 11 n!r 120 ! MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.10 ' Vert(TL) 0.01 11 Nr 90 BCLL OA ' Rep Stress Incr YES I WB 0.05 I Horz(TL) 0.00 10 n/a n/a I BCDL 10.0 Code IRC2009/TPI2007 I (Matrix) , Weight:55 Ib FT=0% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-D oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. __ OTHERS 2 X 4 DF StudlStd __ MiTek recommends that Stabilizers and required cross bracing — — - _ . _ _ Ibe installed during truss erection,in accordance with Stabilizer Installation quide. _ REACTIONS All bearings 15-1-0. (Ib)- Max Horz 2=28(LC 5) Max Uplift All uplifl 100 Ib or less at joint(s)2,10,12,13,17,16 Max Grav All reactions 250 Ib or less at joint(s)2,10,15,14,13,16 except 12=356(LC 1),17=356(LC t) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consutt qualified building designer as per ANSI/TPI 1-2002. 4)All plates are 1.Sx4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at t-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)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. 10}"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard � �CjO�� )�. ��'.�5� G' �`�' ��Gi� �a � ,� �, 46i_ ' �;� �`�.l.�d,`�Gd:STC�Y' �� S`��R'AL�ri , July 8,2011 Ir.'�.P.RIdTHti�6'eeify r?�esr�re pesrametr,rc.z�atX Rf:A7z.7�DTF°*t"iN 1"I!I:hNS)7P1Ct.t3Z)`r".d3�7'1�Pf�R.EP.BRP,.li�"�F�PAGf,hTCI�T473 rea.IE7�'fPki I3P,FCtRS:EP.+E. �P Design volid for use only with MiTek connectors.This design is based only�pon parameters shown,and is for an individuol building component. Hppllcability of design paramenters and proper incorporation o(component is responsibility of building designer-not iruss designe:.Bracing shown ��y__ is for late�ai support of individual web membea only. Additional iemporary bracing to insure stability dunng consiruction is ihe responsibillity of the P ,o Pr�'ti RM- i erecior. Additional permanent bracing of ihe overall siructure is}he responsibiliN of the building designer.For generol auidance regarding owea a�'O I fabricotlon,quolity coniroL siorage,delivery,eredion and bracing,consult ANSI/TPII�uality CrHeria,DSB-89 and BCSI Building Camponent 7777 Greenback Lane,SuRe 109 Safety Information avatloble hom Truss Plate Institute,281 N.Lee Sireet.Suite 312.Alexandria,VA 22314. CBrus Heights,CA.95610 �IJob ITruss TrussType iQty Ply 1.2279R1 R33342111 IB1075506 ��T07 COMMON I� 2 I, ' � ob Referen e o tional Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Inc. Fri Jul 08 0823�.46 2011 Page 1 I D:sPM?Kpc1 m4ETd8K_GbWS4Lz_ISY-N9RN F9L4ebBxbJTG31eQEvC6bhFvIJ INEiJnlzz_9Lx io-i�-ia is-i-o is-s-o � 4-1-2 ��"8 ¢�_2 0-8-0 4 1 2 3-5�6 3-5-fi Scale=1:26 8 ax6 II 3 500 12 Ox6� 4x6% 4 2 5 � ._._.._—_. _ .._. ....... ... 6 ¢� , '�. I 13 14 � 10 11 9 12 B ] 3x12 MT20N II ....-.. _.. 8x8..=...---. ... 3x12 MT20H II 4x8= 4x8- 4�2 �_6_g 10-t1-14 15-1-0 5 4-�- 4-- - Plate Offsets(X Y)' [1'0-1-1 0-0 2],_j5 0 1 1 0 0-2] f8 0-4-0 0-4-12J — — _-- _ LOADING(psf) SPACING 2-0-0 CSI ' DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.69 Vert(LL) -0.15 7-8 >999 240 I MT2D 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.63 !i Vert(TL) -0.31 7-8 >569 180 I MT20H 139/111 BCLL 0.0 ' Rep Stress Incr NO WB 0.61 Horz(TL) 0.06 5 Na Na j BCDL 10.0 Code IRC2009/TPI2007 (Matrix) �i Weight:133 Ib FT=0% LUM BE R BRAC W G TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-11-8 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No2 _ REACTIONS (Ib/size) 1=5830l0-5-8 (min.0-2-14),5=5585/0-5-8 (min.0-2-12) Max Hoa 1=-32(LC 6) Max Upliftl=-208(LC 5),5=-199(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-10974l393,2-3=-7945/289,3-4=-7943/291,4-5=-11102/392 BOT CHORD 1-10=-359/10057,10-11=-359l10057,9-11=-359/10057,9-12=-359/10057, B-12=-359/10057,8-13=-329/10169,7-13=-329/10169,7-14=-329110169, 5-14=-329/10169 WEBS 3-8=-194/5806,4-8=-3193l142,4-7=-67/2496,2-8=-3068/141,2-9=-63/2371 NOTES t)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-4-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-3-0 oc. Webs connected as follows:2 X 4-1 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)sectio�.Ply 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=42psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp 6;enclosed;MWFRS(low-risej;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. , 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. }� c'��T {j 8)This truss is designed in accordance with the 2009 Intemationat Residential Code sections R502.11.1 and R802.10.2 and referenced ��,A t /}.0 standard ANSIlTPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �„�`� �G� 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1434 Ib down and 52 Ib up at �� r� 1-3-0,1434 Ib down and 52 Ib up at 3-3-0,1434 Ib down and 52 Ib up at 5-3-0,1434 Ib down and 52 Ib up at 7-3-0,1434 Ib down r�+ `Z and 52 Ib up at 9-3-0,and 1434 Ib down and 52 Ib up at 11-3-0,and 1434 Ib down and 52 Ib up at 13-3-0 on bottom chord. The ' designlselection of such connection device(s)is the responsibility of others. � LOAD CASE(S) Standard � 1)Regular.Lumber Increase=1.15,Plate Increase=1.15 �`n-' �� Y� ��. rts�r�R �� `�`�If��;�:A.L�r'� Continued on page 2 July 8,2011 � c�sran€rrr�-v�,�r��*�,��a�rc�sn r�sz�.s c��a zsrt��m rr��rx�:i�t�tr,�r:�?t��.�vcr ra�rmx-rara re�.xa.�r��°tat�r.r.>s. ��` Design valid for use only wifh M1ek conneciors.This design is based onN upon parameters shown,and is for an individuai building component. Applicability ot design paramenters and proper incorporafion of component is responsibility of building designer-not truss designer.Bracing shown ��• is for laterol support of individual web members only.Additional temporary bracing to insure stability dunng consiruction is ihe responsibillity of ihe erector.Additional permanenf brocing of}he overall structure is ihe responsibiliry of fhe building desiane;.For general guidance reqarding PowEW,o rea�.n fabricofion,aualiry controL storage,delivery,erection and brocing,consult ANSI/iPll Qualriy Crtieria,DSB-89 and BC51 Building Component 777�Greenback Lane,Suite 109 Satety Inbrmafion avoiloble from Truss Plaie Inshtute,281 N.Lee Sireei,Suite 312.Alexandria.VA 22314. Cdrus Heights,CA,95610 I3ob �Truss Truss Type �Qb P�Y �22�9 R� R33342111�I 61075506 IIT07 COMMON I,� '� ' ob Reference tiona Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries.Ina Fri dul 08 0823:46 2011 Page 2 ID:sPM?Kpct m4ETd8K_GbWS4Lz_ISY-N9RNF9L4ebBxbJTG31eQEvC6bhFvIJINEiJnlzz_9Lx LOAD CASE(S) Standard Uniform Loads(pifl Vert:1-3=64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:5=-69 6=-1434(F)7=-1434(F)10=-1434(F)11=-1434(F)12=-1434(F)13=-1434(F)14=-1434(F) ' _ _ . __ _. _ _._._---- _ - - _ . _ __--- _ _ _ _ ._ ___ _ __ � WhItA?'flr+?E'i-Ve.:^�fcd<;es�x grzrcxmrtr.r�u�.i RF.'A..''z 1VCJ7FS CdN 2'flf.�..BNI)Ih�1LtID�71 4II7Y3f:�f?F.'FF4P.lc�3?;P.r}GF.,M{f T47J reu,X.0-T78 Y,P.F`t)P.£USF". �s Design valid for use only wifh M7ek conneciors.This design is based only upon paramefers shown.and is for an indivitlual building componeni. Applicability of design paramenters ana proper incorporaflon of component is responsibility of building designer-noi iruss desipnec Braang shown ��• I is for lateral supporf of indlvidual web members only. Addifional femporary bracing to insur=stab�lity tluring consiructlon is ihe responsibillify of the P R,o Pefl@FM- erector. Additional permaneM brocing of ihe overall stlucture is}he responsibility of ihe building designer."ror general ouidance regarding owE i fabrication,quolity control,storage,delivery.erection ond brocing,consu�t AN51/TPI7 QualFiy Crileria,D5B-89 and BC51 Building Component 7777 Greenback Lane,Suite 709 Saiety Inbrmafion avoilable from vuss Plate Insfrf�te,281 N.Lee Street,$uite 312,Alexandria,VA 22314. CArus Heights,CH,°5610 �YY� , . 'Job %Truss TrussType QtY P�y �79R1 R33342112I� IB1D75506 I,TOS COMMON ,� 2 .., - � ob Reference foytional� � Tri-County Truss,�6urlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Inc. Fri Jul OS 0823'.48 2D11 Page 1 I D:sPM?Kpc1 m4ETd8K_GbWS4Lz_ISY-JYZBfqMKAC RfrcceBAguJKHP4UuwD9Ufi?ouqsz_9Lv �as-a ie-o-s z�-7-o -30 s-�-io 5_2_14 5_6_ip o-s-o s-s-�o s-z-ia swie=i:ns.i Sx6 I I 3 7.OD 112 6z6 i 6x6� 4 2 R I '- .__I... _ .. . . _ 5 ' 6 '� �o � I__. 13 14 15 8 � 16 1] ..11.__."___�_.-. 9 � 9xi2�i 'O 19�i2= 6x12 MT20H= 4v10 II 4xt2� 4x10 II � 5-F10 10-9-8 i6-0- 1-7-0 -4 _'t �-- B 1 _ t Plate Offsets X Y: 1:Ed e 0-1-13 5:0-1-1 0-1-13 — LOADING(psf) SPACING 2-0-0 CSI li DEFL in Qoc) I/defl L/d I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.88 Vert(LL) -0.19 9-10 >999 240 I MT20 185/148 TCDL 7.0 Lumber Increase 1.15 I BC 0.79 ', Vert(TL) -0.39 9-10 >fi55 180 MT20H 165/146 BCLL OA ' Rep Stress Incr NO WB 0.85 ' Horz(TL) 0.10 5 n!a n/a Weight:210 Ib FT=0% BCDL 10.0 Code IRC2009/TP12007 (Matrix) I LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.SE TOP CHORD Structural wood sheathing directiy applied or 3-0-14 oc purlins. BOT CHORD 2 X 6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF No.2 WEDGE _- — - __ _— _ Left:2 X 4 SYP No.3,Right:2 X 4 SYP No.3 REACTIONS (Ib/size) 1=8068/0-5-8 (min.0-4-0),5=8210/0-5-8 (min.0-4-1) Max Horz 1=-109(LC 3) Max Uplift1=-289(LC 5),5=-292(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-12598l459,2-3=-8439l334,3-4=-8438/335,4-5=-1 264 3/45 8 BOT CHORD 1-11=-393/10681,1 1-1 2=-393/1 0681,10-12=-393/10681,10-13=-393/10681, 13-14=-393/10681,9-14=-393/10681,9-15=-344/10719,8-15=-344/10719, 7-8=-344/10719,7-16=-344/10719,16-17=-344/10719,5-17=-344/10719 WEBS 3-9=-288/8091,4-9=-4157/206,4-7=-t23/4219,2-9=-4113/206,2-10=-122/4171 NOTES 1)2-ply truss to be connected together with 10d(0.131"x3")nails as follows: Top chords connected as follows:2 X 4-1 row at 0-4-0 oc. Bottom chords connected as follows:2 X 6-2 rows at 0-5-0 oc. Webs connected as follows:2 X 4-1 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 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;S5mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 5)All plates are MT20 plates unless otherwise indicated. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 1 S��'�' Q 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 ,.,�5. ° f{% will fit between the bottom chord and any other members. V ��Z'�'h$j� C: 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. F"� 1 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1436 Ib down and 53 Ib up at 1-9-0,1436 Ib down and 53 Ib up at 3-9-0,1436 Ib down and 53 Ib up at 5-9-0,1434 Ib down and 53 Ib up at 7-9-0,1434 Ib down and 53 Ib up at 9-9-0,1434 Ib down and 53 Ib up at 11-9-0,1434 Ib down and 53 Ib up at 13-9-0,1434 Ib down and 53 Ib up at 15-9-0,and 1434 Ib down and 53 Ib up at 17-9-0,and 1434 Ib down and 53 Ib up at 19-9-0 on bottom chord. The design/selection '�'� � D�jj d•ti� of such connection device(s)is the responsibility of others. �{� �`CI��'[�' � �s N�� LOADCASE{S) Standard `�t�?4�AL�� Continued on page 2 July 8,2011 WAR.rYFEki-6r:ti.fi_fi c3esr.�n gt¢s�ezm�e.ra ue�eX F2F:Af.?�"iA7'Fs.`",i;tN ZYlC:.ANU dNCd,(3d)i:D b5X2'F'°F:T2E�:�F,fdB_3iK'ia P.ACrF�F£F�T47�s rY.a:.Zp'(2f�AF,FG+RP.[.ISFi. �•. I Design valid for use only wiih Miiek connectors.This design is based only upon parameters shown,and is for an individual building component. � Appllcability of design paramenters and proper inwrporation of componeN is responsibility of building desianer-not iruss designer.Bracing shown ��• II is for laterol support of Indivldual web members only. Addiilonal temporary bracing to Insure stability during consiruction Is ihe resoonsibilliiy of the Powee*o PeaFORn.� erector. Additional permanent bracing of ihe overall siructure is}he responsibiliiy of}he building designer.for general guidance regarding I fabricaiion,quality conirol,sforage,delivery,eredion and bracing,consufl ANSIRPI7 QualHy CrHeria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Sude 109 Safety Informalion available 6om Truss Ploie Insidute,281 N.Lee Sireet.S�ite 3?2.Alexandria.VA 22314. Cdrus Heights,CA,9561� ��Job 'Truss Truss Type 1�1b Ply I 2279 R1 R33342112 B1075506 ITOS COMMON I� 2 I Job Reference o tional Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Ina Fri Jul OS 0823,48 2011 Page 2 ID:sPM?Kpct m4ETd8K_GbWS4Lz_ISY-JYZ8fqMKAC RfrcceBAguJ KHP4UuwD9Ufi?ouqsz_9Lv LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(plf) Vert:1-3=-64,3-6=-64,1-5=-20 Concentrated Loads(Ib) Vert:8=-1434(B)7=-1434(B)t0=1436(B)5=-97 11=1436(B)12=-1436(B)13=-1434(B)14=-1434(B)15=-1434(B)16=-1434(B)17=-1434(B) _ _ _ _ __ _ . .__ _ __ _ ._ . _ _ . __.._ . _ _ _ _ __ _ . . __ _ . __ ._ __ _ __ _ __ � Wt73tNINCi-b'r�fig di�sr'.r�n gssream�.*Ge.r<=mzd RF;:3,.r}l�?�T�.`�GN THJS dNf.)It�"t,d7Ur:i7 t1f£7Y�..F:X26'F.F,diI�JC�;PfiGF M(r�7'473 rex.:Ff+-'CPk BI�.f CxP.L+[I4F:. �f II Deslgn valid for use only with Miiek connectors.This design k based only upon parameters shown.and is for an individual building component. Appllcability oi ciesign paramenters and proper incorporation of component is responsibility of building designei-not iruss designer.Bracing shown ��`• is for lateral support of individual web rtwmbers only. Additionol temporary bracing to insure stability during consiruciion Is ihe responsibillity of ihe K. erector. Additional permaneni brocing of ihe overall structure is the responsibility of ihe building designer.Por general guidance reaarding Powr+,oPEa�R�.- fobricaiion,quality contro!,storage,delivery.erecYion and brpcing.consuA ANSI/iPll QualiTy Criteria,DSB-89 and BC51 Building Gomponenf 7777 Greenback Lane,Suile 1�9 Safety Information avatlabie trom Truss Plate Inshtute,281 N.Lee Street,Suite 312.AI_xandno,VA 22314. Cdrus Heights,CA,95610 . ��pb �ITruss TrussType Qty Ply �'2279R1 R33342113 11B1D75506 IT09 COMMON I3 � ' ob Ref rence o tional Tri-Counry Truss,Burlington,WA.,98233, 7250 s May t 1 2011 MiTek Industries,Inc Fri Jul 08 06:23�.49 2011 Page 1 IDsPM?Kpc1m4ETdBK_GbWS4Lz_ISY-nk7WtANyuWZWSmBqktB7sYqiGuJeyitpwfXRMlz 9Lu _g_p 5-6-t0 10-&8 16-0- 21-7-0 2-3-0 5-6-10 5-2-14 5 2 14 5 6 10 0 8 0 Scak=1:46.6 q�II a �oo iz �s.a�� is.a 0 s 3 ....—._—.. —. "—..__....._ ... 6 2 , � � .._ ____._ _ iD ii 9 6 ... _.. _.__—.. ... .. 3x4= ...�_. ._.. . 3+4= 3x4— 3x6— 3x4— 7 3 9 t4_3� 21-7-0 � -1-t LOADING(psf) SPACING 2-0-0 CSI DEFL in Qoc) I/defl Ud I PLATES GRIP TCLL 25.0 I Plates Increase 1.15 TC 0.34 VeR(LL) -0.14 8-10 >999 240 i MT20 185l144 TCDL 7A Lumber Increase 1.15 BC 0.50 , Vert(TL) -022 8-10 >999 180 BCLL OA ' Rep Stress Incr YES WB 0.46 Horz(TL) 0.05 6 n!a n!a Weight:74 Ib FT=0% BCDL 10 0 Code IRC2009/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 4-4-2 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2 X 3 SPF StudlStd MiTek recommends that Stabilizers and required cross bracing I be installed during truss erection,in accordance with Stabilizer . _.—_ — _- — — — . . ' Installation 4uide REACTIONS (Ib/size) 2=997I0-5-8 (min.0-1-10),6=996l0-5-8 (min.0-1-10) Max Horz 2=106(LC 4) Max Uplift2=-45(LC 5),6=-45(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ih)or less except when shown. TOP CHORD 23=1475/49,3-4=-1308/76,4-5=-1306/76,5-6=-1473/49 BOT CHORD 2-10=-44/1180,10-11=0/798,9-11=0/798,8-9=0/798,6-8=0/1179 WEBS 4-8=38f539,5-8=-294/86,4-10=-38/543,3-10=-294/86 NOTES 1)Unbalanced roof live loads have been considered forthis design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 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=10.Opsf. 5)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIliPI 1. 6)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �l�Vl� tJ E'��' �3��U<�'�� G' h� � F;' J A �� i �� '1..��'`ISTI�F�� `��R�AL��'G July 8,2011 6bAR�-Yerifi�c£us€�n;firrsramecter�nersd RF.At3�:17'�>5��N T3fI.°'i�HT1 fIJCt,(3t}z�:dJ 4Tt7T�:t-:�RFF.F'�F�PAGFs MTI�T4'73 ree.7.Q-`rtt€fFP:�`i?f{�Ett3F., �� I Design volid tor use only wiih M7ek conneciors.This design is based only upon paromete�s shown,and is for an individual building component. Applicabili}y of design paramenters and proper incorporafion of component is responsibiliiy of building designer-not truss designer.Bracing shown p m��p,-• Is ior lateral support of individual web members only. Addiiional temporary bracing fo insure stability during consfruction is the responsibillity of the EY9 0 !�� erector. Addiiional permanent bracino of ihe overall structure is}he�esponsibiliry of}he building desianer.For generol guidance regarding rowrR PraFOnM� �� fabrication,quolity control.storoge,delivery,erection and bracin9�consult ANSIRPI7 Quality Cdferia,D58-89 and BC51 Building Component CR usGHe ghts�CAa956SOne 1Q9 Safety Iniormahon avoilable from Truss Plate instdute.281 N.Lee Sfreet,Suite 312.Alexandria,VA 22314. � i � � �'IJob Truss Truss Type IQty Ply 2279 R1 � R33342114 B1075506 GABLE � � I � IT10 � ob Reference o tionall Tri-County Truss,Burlington,WA.,98233, 7250 s May 11 2011 MiTek Industries,Inc. Fri Jul OB 0823:52 2011 Page 1 ID:sPM?Kpc1m4ETdBK_GbWS4Lz_ISY-BJpeVCPrDRySJEwPQ01qUASIx6RV9A4Fddm5zdz 9Lr 21-7-0 Z3- 0_e-0 i�-9-e �0-9-8 8�� 0.&0 10-9-8 Scale=1'49.5 3x6= 10 � 11 9 12 e 13 ] 7.�112 14 6 15 5 i6 4 7] 3 , _—...__._. 1 . _ _ iB �, 2 � �� --__ ._ —.. 3K4— 3w4— 33 32 31 30 29 28 2l 26 25 24 23 22 21 20 Sx6= 1-7-0 �t-7-0 _ Plate Offsets(X Yl f 10 03-0 Edael f21 0-3 0 0 3-0] -- LOADING(ps� DEFL in loc I/defl L/d PLATES GRIP SPACING 2-0-0 CSI � � TCLL 25.0 Plates Increase 1.15 TC 0.06 Vert(LL) 0.00 19 n/r 120 � MT20 185/148 TCDL 7.0 Lumber Increase 1.15 BC 0.04 Vert(TL) 0.00 19 Nr 90 BCLL 0.0 ' Rep Stress Incr YES WB 0.04 Horz(TL) 0.00 18 n/a n/a Weight:117 Ib FT=0% BCDL 10.0 Code IRC2009/TPI2007 (Matrix) I LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-D-0 oc purlins. BOT CHORD 2 X 4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2 X 4 HF No2 I MiTek recommends that Stabilizers and required cross bracing Ibe installed during truss erection,in accordance with Stabilizer Installation auide REACTIONS All bearings 21-7-0. (Ib)- Max Horz 2=106(LC 4) Max Uplift All uplift 100 Ib or less at joint(s)2,20,21,22,23,24,25,33,32,31,30,29,28 Max Grav All reactions 250 Ib or less at joint(s)2,27,26,20,21,22,23,24,25,33,32,31,30,29,28, 18 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end verlical left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1-2002. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord bearing. 6)Gable studs spaced at 1-4-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)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. 10)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. � S�ol,� � LOAD CASE(S) Standard ��` ��3( ��' �� o t ��I�TE�;t�Y ��`�,', .5,��r`;{AL��,G July 8,2011 LiAR.N7Ar(;�Vrrtfep�.+rsagn parurrFe:Le*.r°�anci.72F'Ad•t 1�77�5 tttd X"H[.�i AM?TNCL,tiI3F.•i)X7d't'f.sN."18Isi'f?i2Zr.NC3:':PAGF.,I!SfF-I4`T3 rev f€?-2PPi P,L'.Ft?#XF;€.Fti,F.', �� II Design valid for use onN with MRek connectors.This design is based only upon parameters shown and is for an individual building component. Appllcability of design paramenters and proper incorporatlon of component is responsioility of building designer-not truss designec Bracing shown ��y,�«��- I �� is tor iaieral support ot indlvidual web members only.Additional temporary bracing to insure staoility dunng consirucYion Is ihe responsibillity of fhe Pow£R,rPeR�RN._ erectoc Addifional permanent bracing of ihe overall sirucfu�e is ihe responsibiliry of the building desianer.For general guidance regarding - fobricotlon.quality coMrol.storage.delivery,erec}ion ond brocing,consuB ANSI/TPI7 Qualily Criieria,DSB-89 and BCSI Building Componeni 7777 Greenback Lane,Sufte 109 Safety Information available from iruss Plate Instifute,281 N.Lee Sireet.Sui}e 312.Alexondria,vA 22374. 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