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2025S Truss Specs11262012 � M� N �� a � �� 0 0 J J � � jo � N Z � N •�A O � J 00 � � (� ' W � y�, �C�� o � ,•''N =��Hd��Z i � + I � + N i� � r � �� ;' � V� �a I ao �w � D" `, z .`� �a \ N �m .\ � �\ �\ .`\ •`\ i i� o-o-e i� � 0-0-Z£ 0-0-b 0-0-b � �y 0 zv z� o Y , , ..� , �-- . = —---_ -- --:-- =_ � > ,-. � cv M ^ O � seaHli.C7 �...(� U `� .... p -. � �:: : :__-�--- �.:::��-- �� l�L lV 9LQH1...,I ♦. :_. _.. -_.�_-- .:� :�.:� a.:� k < . �.:: .. ._ ._._.. .__._ •q". �� :- 1 M O ,� .... _. _. -- � .. a�:�. � .. _- . :�. _.. N � � � .. �:�. _-_- :_.. . ..� � _.-..-_ -.: � ..:: :�. .R::�:�. 4 � ` . ._ .:.... . ;.�' .. .:::.- -- 9ZO / \� � O � � - �_ 9ZOH11 —" - _ . .._-__ __ , �. .. ...__- -: ... . 9LOH1 II ..l -_ -.__ __ ........_ _ - �D Q � .. .... � . .. . � _. 9y� � � :- / � N � � . ��I � .� � � 9�ON1 _ - - -- 4 . 1 Q � � 9ZOH1 I � _- _.......... .:.-_ ___-_-_ _-�- �� \ �.. ,::.----_ ......._._. .. .-�� ' '--_ "-.___- ._.._...._..._. :�..� \ � —_-�-- II ... �- _.— .. ..-__ _.___._-_. �__. "--"_- _9ZOH1� .-. .__- -.___-_— _ . ' .. M �:.-�: � . ., ...__-._._ . I , ... LL CO i 9r�H1J (fl y .. . .:� --.... . .. ... _.. ... ..... . . .... ,9I ... s:��.. \ bd Y � � / o-o-ae �/---- o-o-o� 0-0-� 0-0-b �� R Mi �� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 1 2338 Fax 916/676-1909 PUGET SOUND BUILDERS/52025/RD The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by The Truss Company-Sumner, WA. Pages or sheets covered by this seal: R35511478 thru R35511494 My license renewal date for the state of Washington is August 1,2014. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ��R s. T�,r,r �� F wASy, Fl- 0 ��' � ��' �. ��4 � � a� i � ?G. ,�cA 4 L�iti�, `v S November 26,2012 Tingey,Palmer The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss TrussType Qty Ply PUGETSOUNDBUILDERS/S2025/RD R35511478 12338 A1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:27 2012 Page 1 I D:LeyeEM_qgPOmh 1 vqvZ21_GzaKZF-1 oV5 bzKN Wn Sn e3J h201 QVa RAS mUVOptJOdsRsayG LZE -i-e-o �s-ao 3z-o-o �� i-s-o 16-0-0 is-o-o i-s-o sosia=r.ss.z 3x5= 13 10 15 12 16 it 17 10 18 5 pp� 9 19 8 20 � 27 d 6 22 5 23 4 24 g 25 y� 26 u d'� Z ��'d 3x5 = 50 C9 48 G7 46 45 A4 43 42 4t 40 39 38 37 36 35 34 33 32 31 30 29 Zg 3x5= 3z5= 32-0-0 ' 32-40 � Plate Offsets(X Y): f14:0-2-8 Edpe� LOADING (psf) SPACING 2_p_p CSI DEFL in (loc) Ildefl L/d PLAIES GRIP TCLL 25.0 plates Increase 1.15 TC 0.14 Vert(Ll) -0.02 27 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.02 27 n!r 90 TCDL 8� Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 26 n/a n/a BCDL 7_0 * Code IRC2009/TPI2007 (Matrix) Weight:175 Ib FT=0°k LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD"Except` MiTek recommends that Stabilizers and required cross 13-40,15-39:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation puide. REACTIONS All bearings 32-0-0. (Ib)- Max Horz 2=60(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s)2,26,41,42,43,44,45,46,47,48,49,38,36,35,34,33, 32,31,30,29 Max Grav All reactions 250 Ib or less atjoint(s)2,26,40,39,41,42,43,44,45,46,47,48,49,50,38, 36,35,34,33,32,31,30,29,28 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCD�=42psf;h=25ft;Cai.II;Exp B;enclosed;MWFRS Qow-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIITPI 1-2002. 3)TCLL ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with oiher live loads. 6)All plates are 1.5x4 MT20 unless otherwise indicated. 7)Gable requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10)*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 beriveen the bottom chord and any other members ��' T�N 11)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,26,41,42, �+Q` - �t �� 43,44,45,46,47,48,49,38,36,35,34,33,32,31,30,29. � � 12)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and '�� G� referenced standard ANSI/TPI 1. �'' 13)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall � verify that this parameter fits with the intended use of this component. 14)All dimensions given in feet-inches-sixteenths(FFIISS)format. � � �G.c� RFC�s�['t;�E;� w ��NALY�� LOAD CASE(S) Standard November 26,2012 �W�FtN7NG Verify dcsign pa�mneters and BEAD NOT'ES 4N T7i1S hcdl7 I�LVDED MlTEKRFF`EfrFJVCE PdGG'Mlf 7473 BEF4IZE VSE. � Design valitl for use only with IvSTek connectors.This design is based only upon parameters shown,and is for an indivitlual building componen}. Appfcabifrty of design parameters and proper incorporotion of componeN is responsibiliry of buikJing designer-not iruss designer.Bracing shown is for Ipteral support of individual web members only. Additional temporary bracing to insure stabifty dunng consfruciion is ihe responsibility of ihe ��,$' erector. Atlditionol permoneN brocing of ihe overall siructure is ihe responvbility of the buikling designer.For general guidance regarding R fobricotion,quality conirol,sioroge,delivery,erection ond bracing,consult ANSI/TPIt Qudity Cdteda,D58-89 and BCSI Bulldlny ComponenT 7777 Greenback Lane,Sude 109 Sdety InformaHon available from Truss Plate Institute,781 N.Lee Stree�,Suife 312,Alexandria,VA 22314. Citrus Heights.CA,95610 Id 5r�utMern Pine(SR or SPpM lui-nber is s�o-ecifi�d,the d�sign�alu�s are thc�se eifecd'n�e Ofr101r�412 Fry ALSC or praposed by 5PI8, Job Truss TrussType Qty Ply PUGETSOUNDBUILDERSlS2025/RD R35511479 12338 A2 FINK 4 1 Job Reference o tional The Truss Co./Tri-Counry Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:28 2012 Page 1 ID:LeyeEM_qgPOmhivqvZ21_GzaKZF-V_3ToIL?H5aeGDutbkYftn 9AAfG7EeSdHb_01yGLZD -i-s-o + a-o-o � is-o-o � za-ao � 3aoo �-�-o ` i-s-o ao-o ao-o ao-o e-o-o -' i-s-o ' Scale=1'.56.2 Sx5= 5.00 12 5 � �� 3x6� 73 // 10 7.Sx4// 3x6� 1.5z<�� 4 6 3 � d �� / 2 /� / 8 SI 9 }� d7 e 12 15 11 70 3n6— 3x4= Ax5= 3z< = 3n6= 10-&0 I 21-40 I 32-0.0 ' 10-&0 10-&0 10-&0 Plate Offsets(X Y): �5:0-2-8 Edqe� LOADING (Psf) SPACING 2_p_p CSI DEFL �� TCLL 25.0 (loc) I/deFl L/d PLAIES GRIP (Roof Snow=25.0) Plates Increase 1.15 TC 0.96 Vert(LL) -0.62 10-12 >611 360 MT20 185/148 TCDL g_p Lumber Increase 1.15 BC 0.80 Vert(TL) -0.84 10-12 >450 240 BCLL 0.0 ' Rep Stress Incr YES WB 025 Horz(TL) 0.12 8 n/a n/a BCDL 7_0 Code IRC2009lTPI2007 (Matrix) Weight:111 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E*ExcepC TOP CHORD Structural wood sheathing directly applied. 1-4,6-9:2x4 HF No2 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 WEBS 2x4 HF/SPF Stud/STD*Except* bracing be installed during truss erection,in accordance with 5-12,510:2x4 HF No.2 Stabilizer Installation uide. REACTIONS (IWsize) 2=1461/0-5-8 (min.0-2-6),8=1460I0-S8 (min.0-2-6) Max Horz 2=60(LC 7) Max Uplift 2=-22(LC 7),8=-22(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2801/0,3-4=-2461l0,4-13=-2440/0,�13=-2359/0,5-14=-2355/0,6-14=-2436/0, 6-7=-2457/0,7-8=-2797/0 BOT CHORD 2-12=0/2485,12-15=0/1669,11-15=0/1669,10-11=0/1669,8-10=0/2482 WEBS 3-12=-567/98,5-12=0/898,5-10=0/893,7-10=-567/98 NOTES (10) 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(Flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 belween the bottom chord and any other members,with BCDL=7.Opsf. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,8. 8)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. F�S' N 9)This iruss is designed for a creep factor of 1.25,which is used to calculate the total load deflection The building designer shall Q,�� '� verify that this parameter fits with the intended use of this component. � � ;��, � 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. i, �j, LOAD CASE(S) Standard � Jc � 3 6 � � G•^f, �G1ST4:RE' `�' � "�S"�ONA L E��"i November 26,2012 �w��A WdRlflNG Verify dcsign pa�mnctels aad RE8l7 JYflTES ON THIS 6ML�f1YCLUDLD MITEKREf`EIZI:NCE PdGE Mif-7473 BEFG�RE U�E. � �• Design valid for use only with�vSTek connectors.This design is based only upon parameters showr�,and is for an indivitlual building componeni. AppicabiGty of design parameters and proper incorporation of component is responsibilily of building designer-not iruss designec Bracing shown is for lateral support of intlividual web members only. Additional temporary bracing to insure siabifity dunng consfruciion is ihe responsibillity of the I�'�,,�e��,�,, ( erectoc Additionai permaneni bracinc�of the overall siruc�ure is ihe responsibility of ihe buildiny designec For generai guidance regarding V �I 1�,.,,:r fabrication,quolity confrol,sioroge,delivery,erection and bracing,consuB AN51/fPll Qudily Cdteda,DSB-S9 and BC51 Bulldlnp ComponeM 77�7 Greenback Lane,Suite 709 Sdety Informaflon available from Truss Plate Institute,781 N.Lee Sireei,Suiie 312 Alexandna,VA 22314. Citrus Heights.CA,95610 Iff Srrutherri Pirie{SP or SPp�furnber is s�ecifi�d,th�design values are thc�se eHecdive 0&lD1�2fl11 Fry ALSC ar proFrused by SPi9. Job Truss TrussType Qty Ply PUGETSOUNDBUILDERS/S2025lRD R35511480 12338 A3 FINK 12 1 Job Reference o tional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:29 2012 Page 1 ID:prWORi?SRiBdJBUOSHZXWUzaKZE-zBds?eMd20iUuNT39R3ua?XKPa?4sgd6sxLYwTyGLZC -i-s-o � ao-o � is-ao � 2a-ao � 3z-ao � ' i-s-o ao-o ao-o ao-o s-o-o soeia=tsa.i 5z5= 5.00 72 5 / 3c6 i >i >Z 1-SZ4��4 1.Sx4�/ 3 6 d / � / � 2 l y � 'd 10 73 9 8 3x6= 3xd = 4x5= 3x4= 3s6= 10-&0 21-40 32-0-0 10-&0 � 10-&0 � 10-&0 Plate Offsets(X Y): �5:0-2-8 Edqe� LOADING (ps� SPACING 2_p_p CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.93 Vert(LL) -0.61 8-10 >622 360 MT20 185I148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.83 Vert(TL) -0.83 8-10 >459 240 TCDL 8� Rep Stress Incr YES WB 027 Horz(TL) 0.12 7 n/a n!a BCDL �_p * Code IRC2009lTPI2007 (Matrix) Weight 109 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E*Except" TOP CHORD Structural wood sheathing directly applied. 1-4:2x4 HF No.2 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 WEBS 2x4 HF/SPF Stud/STD'Except* bracing be installed during Uuss erection,in accordance with 5-10,�8:2x4 HF No2 Stabilizer Installation uide. REACTIONS (Ib/size) 7=1348/Mechanical,2=1470/0-�8 (min.0-2-7) Max Horz 2=65(LC 7) Max Uplift 2=-22(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2825/0,3-4=-2485I0,411=-2464/0,�11=-2382/0,5-12=-2411/0,6-12=-2515/0, 6-7=-2868/0 BOT CHORD 2-10=0/2508,10-13=0/1691,9-13=0/1691,8-9=0/1691,7-8=0/2558 WEBS 3-10=-556/98,5-10=0/887,5-8=0/941,6-8=-608/102 NOTES (11) 1)Wind:ASCE 7-05;85mph(3second gust);TCD�=4.8psf;BCDL=42psf;h=25ft;Cai.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category I I;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf boriom 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,with BCDL=7.Opsf. 7)Refer to girder(s)for truss to truss connections. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2. 9)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and ; S T/N .. referenced standard ANSIlfPI 1. Q,� �'� 10)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall 4 O� r� 1�; � verify that this parameter fits with the intended use of this component. "'a, 1 11)All dimensions given in feet-inches-sixieenths(FFIISS)format. �r�- LOAD CASE(S) Standard � �GiC` �FCi S�['t:Rt'0 �C' � f��S,��NA1 ��`�` November 26,2012 _.�� A W9fZNlNG Verify destgrc perr�ametexs and 1tE6D NOTES ON THPS d7VC77,{�FGL[lDED M(TEK REF"GRF�IVGE f dGE Mif-7473&EF(1R�U�E. �� Design valid for use only with NSTek connectors.This design is based only upon parameters showr�,and is for an individual building component. AppficabiFty of design parameters and proper incorporation of componenf is responsibilify of building designer-not iruss designec Bracing shown is for lateral support of individual web members ony. Additional temporary bracing}o insure stabifty dunng consiruction 7s ihe responsibillity of fhe Iu� 4��+��,�II erecioc Additional permaneni bracing of ihe overoll siructure is}he responsibility of}he building desiyner.Forgeneral guidance regarding ll��u L 9 F„�I�. fobrico�ion,quality confrol,storage,delivery,erection and bracing,consuB ANSI/TPII QudMy Cdteda,DSB-89 and BCSI Buildinp Component 7777 Greenback Lane,Suite 109 Sdefy IMormaHon available from Truss Pbte Institufe,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citrus Hei9hts,CA,95610 16 5cruthem P�ne�5P or SRp�lurnber is s�reciPi�d,th�tlesign ualu�s a re thase etfecdiue b5+01f2012 hy ALSC ar propased try SPi9. Job T�uss Truss Type Qty Ply PUGET SOUND BUILDERSlS2025/RD R35511481 12338 A4 GABLE 1 1 Job Reference o ional The Truss Co./Tri-County Truss,Sumner WA/Eugene OR/Burlington WA Run:7.350 s Jul 31 2012 Print:7.350 s Jul t8 2012 MiTek Industries,Inc. Mon Nw 26 09:50:02 2012 Page 1 I D:prWORi?SRiBdJBUOSHZXWUza KZE-jZt2oVOLDeS7wkrE86n K5VFc89RZV Iu 7VDTsC2yFJu p -1-6-0 , 18-0-0 27-0-Q 32-0-0 1-6-0 16-0-0 11-0-0 5-0-0 -, Scale=1:55.6 3x5 = 13 14 15 16 72 71 17 5.00 12 �p 18 9 8 20 7 2� 5x5 = 6 2x48 23 5 2x4 I 4 2x4 I I t9 2Z °,' 3 N 24 2 �i I� 3x5 = 5x6 II 25 3x5 = 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 3x5= � 27-0-0 , 32-0-0 , r 27-0-0 5-0-0 Plate Offsets(X Y): f14:0-2-8 Edqel f26:0-1-8.0-2-81 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.43 Vert(LL) -0.04 24-25 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.19 Vert(T�) -0.07 24-25 >999 240 TCDL 8.0 Rep Stress Incr YES WB 0.13 Horz(TL) -0.01 26 n/a n/a BCDL 7_0 * Code IRC2009lTPI2007 (Matrix) Weight 178 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2�Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 23-26:2x6 HF No2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: BOT CHORD 2x4 HF No.2*Except* 10-0-0 oc bracing:25-26,24-25. 24-28:2x4 DF 2400F 2.OE JOINTS 1 Brace at Jt(s):19 WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing OTHERS 2x4 HF/SPF Stud/STD*Except* be installed during truss erection,in accordance with Stabilizer 13-31,15-30:2u4 HF No2 Installation uide. REACTIONS All bearings 20-5-8 except Qt=length)24=0-5-8. (Ib)- Max Horz 2=65(LC 7) Max Uplift All uplift 100 Ib or less at joint(s)24,2,26,32,33,34,35,36,37, 38,39,40,29 except 27=-120(LC 1) Max Grav All reactions 250 Ib or less at joint(s)2,31,30,32,33,34,35,36,37, 38,39,40,41,29 except 24=417(LC 1),26=718(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 23-24=-655/17,19-26=-737/49,19-22=-695/40,22-23=-667/35 BOT CHORD 25-26=0/534,24-25=0/541 NOTES 1)Wind:ASCE 7-05;85mph;TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise);cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 qualifed building designer as per ANSI/TPI 1. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 �. . ']' 4) Unbalanced snow loads have been considered for this design. �,� ��r,. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs �� '�� N non-concurrent with other live loads. a� F�C;,, 6)All plaies are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 1-4-0 oc. �' � 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)'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 beiween the bottom chord and any other members. ,� � 10) Solid blocking is required on both sides of the truss at joint(s),26. � 3 ' k� 11) Provide mechanical connec6on(by others)of truss to bearing plate capable of wiihstanding 100 Ib uplift atjoint(s)24,2,26,32,33, G,0, �G�yj t,�t'� �' 12)Thi 3hussis des g ed nOac o danae with the72009 International Residential Code sections R502.11.1 and R802 102 and f ss`/��NA� 4�`,` referenced standard ANSIffPI 1. 13) Design assumes 4x2(flat orientation)purlins at oc spacing indicated,fastened to truss TC w/2-10d nails_ 14)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The buildfng designer shall November 26,2��2 verify that this parameter fts with the intended use of this component. W Ver-ify desigrt panrnteters and KE6t)NDT'E�S ON T7flS dN])Il�FCLfIDED MITT�KKRBFGRENICE PdGE 141iC-7473 @EF(IRE OSE. ��, Design valid for use only with�viTek connectors This design is based ony u�on parameters shown,and is for on individual building component. AppkcabiGty of design parameters and proper incorporation of componeN is responsibility of building designer-not iruss designer.Bracing shown is for k�teral support of individual web membea only. Additional temporary bracing to insure stobikty during consfrucfion is ihe responsibilli�y of ihe MiTek� erectoc Additional permanent bracinc�of 1he overall siructure is ihe responsibility of ihe building designer.For yeneral guidance regarding fabrication,quolity conirol,storage,delivery,erection and bracing,consult ANSI/fPll QudHy Cdteda,DSB-89 and BCSI Buildiny Component 7777 Greenback Lane,Sude 109 Sdety Informaflon available from Truss Pbte Instifufe,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 16 Sr�uEFierri Pin��SP or SP�i�lurntrer is specifkd,the design ualues are thnse effecd'rve fN�?01f2012 kry�ALSC nr praNnsed hy SPi9. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERSlS2025/RD R35511487 12338 A4 GABLE 1 1 Job Reference o tfonal The Truss Co./Tri-County Truss,Sumner WA/Eugene OR!Burlington WA Run:7.350 s Jul 31 2012 Print:7.350 s Jul 18 2012 MiTek Industries,Inc. Mon Nov 26 09:50:03 2012 Page 2 I D:prWORi?SRi8dJBU0SHZXWUza KZE-BIRQOqPz_xa_Y u PQiplZein nxZmoECBHktCQkUyFJ uo 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �WAlZN7NCr Verify dcsfgn par-mrtedsrs aretlltEALr I�It�TES QN T7fIS BNL�I1�L[lDED MITEKR,FFEIiFJVCE PdGE A1ti 74T3 @EFClRE USE, ��, Design valid for use only with�vTiTek connectors.This design is based only upon pqrameters showr�,and is for an individual building component. AppNcabi6ly of design parameiea and proper incorporation of componenf is responsibility of building designer-not iruss designec Bracing shown is for laferal support of intlividual web members only. Additional temporary bracing 10 insure slabiWty during consfrudion is ihe responsibillity of ihe R A��• erector. Addition�l permaneN bracing of ihe overall siructure is ihe responsibility of�he buildiny desiyner.For yener�l guidance rec�arding IVI fobricotion,q�ality confrol,slorage,delivery,erection and bracing,consult ANSI/TPII QudHy Cdteda,DSB-89 and BCSI Buildiny Component 7777 Greenback Lane,SuRe 109 Sdety InformaMon available from Truss Pbte Institufe,781 N.Lee Sireet Suite 312 Alexandria,VA 22314. Cidus Heights.CA,95610 16 5rtutFiern Pine�5P or 5Ppy lurnber is s�ecified,thF cfesit}n ualues are those etfecdire 661Q1rZ012 try ALSt or propc�sEd try 3P18. . . .lob Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025fRD R35511482 12338 C1 COMMON 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:31 2012 Page 1 I D:prWORi?SRiBdJBUOSHZXWUza KZE-wZIcQKN ua0yC7h dSHs6MfQcrkNnjKXvu J Fqe?LyGLZA ao-o � so-o ' ao-o �o-o ' Scale=1�.19.6 axa= 2 8.00 12 %/ 3 ' j� / d, ,d 5 �3x7 II 6 THD?6 THD26 TH026 <x4= 4x4= 3-0-0 6-0-0 &0-0 � &0-0 � Plate Offsets(X,Y): �1:0-0-7,Edge� �2:0-2-0 0-1-8� f3:0-0-7,Edge� (4:0-4-12 0-1-8� LOADING (ps� SPACING 2_p_p CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 25.0 plaies Increase 1.15 TC 023 Vert(LL) -0.02 4 >999 360 MT20 185/148 (Roof Snow=25.0) �umber Increase 1.15 BC 0.44 VeR(TL) -0.04 1-4 >999 240 TCDL $o Rep Stress Incr NO WB 0.47 Horz(TL) 0.01 3 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight 23 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF No2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Siabilizer Installation uide. REACTIONS (IWsize) 1=2192/0-5-8 (min.0-2-3),3=2253/0-�S (min.0-2-4) Max Horz 1=33(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD 1-2=-213110,2-3=-2131/0 BOT CHORD 1-5=0/1703,4-5=0/1703,4 6=011 70 3,&6=0/1703 WEBS 2-4=0/2238 NOTES (11) 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip OOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category I I;F�cp B;Partially Exp.;Ct=1 1 3)Unbalanced snow loads have been considered for this design. 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)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. 7)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-0-0 oc max.starting at 1-0-12 from the left end to 5-0-12 io connect truss(es)A3(1 ply 2x4 HF) to back face of bottom chord. 8)Fill all nail holes where hanger is in contact with lumber. 9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deFlection. The building designer shall verify that this parameter fts with the intended use of this component. 10)In the�OAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ��F�S' f; 11)All dimensions given in feet-inches-sixieenths(FFIISS)format. Q� f_ 4 �� ti J.,, LOAD CASE(S) Sfandard '� `,�� 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 � Uniform Loads(pl� Vert:1-2=-66,2-3=-66,1-3=-14 Concentrated Loads(Ib) Vert:4=-1334(B)5=-1334(B)6=-1334(B) � •U �� C ��^j, �"�%�STt:��' `a�'' �S�UNAL��C'i November 26,2012 AWditNING Verifydcsignpairrneetersa=cd1ZF.d1)1WCITESONTlifS6N771APCLUDEDMI7EKR6FEl±ENGEP9GEMIf-74738FF(JREV�E. ��, Design valid for use ony with�vSTek connectors.This design is based only upon parametea shown,ond is for on individual building component. AppicabiGty of design parameters and proper incorporation of componeni is responsibility of building designer-not iruss designec Bracing shown is for Iateral support of intlividual web members only. Additional temporary bracing to insure slabiFly during consiruction is ihe responsibilGiy of ihe MiTek' eredor.Additional permoneN bracing of}he overall>tructure is ihe responsibility of}he buikfiny desiyner.For general guidance regarding fabricatior�,quality conirol,sbrage,delivery,erection antl bracing,consuB ANSI/TPII QvdNy Cdfeda,DSB•89 and BCSI Bulldlnp Component 7777 G�eenback Lane,SuRe 109 Sdety Informallon available hom Truss Plote Institute,181 N.Lee Sireei,Suite 312 Alexandria,VA 22314. Citrus Heights.CA,95610 � 16 Sr�uEher€i Pfne�5P ar SP�r�lurnber is specifi�d,thE c4esi�n values are th�se eHecd'n�e b&?G1f2012 Fr�y ALSC ar propnsed 6y 4P19. Job Truss Truss7ype c]ty Ply PUGET SOUND BUILDERS/S2025/RD R35511483 12338 C2 KI NG POST 1 1 Job Reference o ional The Truss Co.!Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:32 2012 Page 7 I D:IDemsNOjzKO LY VePai b?cvza KZC-OmJ_eg0 WLJ531qCeqZdbCd82en Cj35 W2YvZCXoyGLZ9 -aii-ia � ao-o � so-o I �ii-ia ' aii-ia 30-0 �o-o aii-ia ' a.a= s�aia=r.zo.a 3 / \ 7 �� 8 8.00 12 / / ¢ /� % 4 I 2 `7 5 � � 6 � tsx4 II 3c4= 3u4 = }0-0 60-0 3-0-0 � 30-0 � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) Udefl Vd PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.10 Vert(LL) -0.00 2-6 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.07 Vert(TL) -0.00 2-6 >999 240 TCDL $� Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCLL 0.0 ' Code IRC2009IfP12007 (Matrix) Weight:21 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 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 brecing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (IWsize) 2=302/0-r8 (min.0-1-8),4=302/0-5-8 (min.0-1-8) Max Horz 2=33(LC 6) Max Uplift 2=-24(LC 7),4=-24(LC 8) FORCES (Ib)-Max Comp./Max Ten.-All forces 250(Ib)or less except when shown. NOTES (10) 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 fii belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR atjoint(s)2,4. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI(fPl 1. 9)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection The building designer shall verify that this parameter fits with the intended use of this component. 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard ��S .. �� ' �L, ' J� - F.� �' }: � :h �, � �� ,f�l04 t�l �� f_.3'. L�t ,S�ONAL�C' November 26,2012 A W81tNING Yerify dcsfgn par+m�eeders and RF�AL7 NU7'�S 4N THIS 6N1;�lo'�LUd7FF MITEKKEFEI�ENCE P6GE 64IIFT4T3 BEFQlt�USE. �� Design valitl for use only with tvSTek connectoa.This design is based only upon parameters shown,and is for an indivitlual building component. � Appficabifry of design parameters and proper incorporation of component is responsibility of building designer-not iruss designec Bracing shown is for lateral support of individual web memUers only. Additional temporary bracing to insure slabiWty during consfruction is ihe responsibility of ihe ��p u��; erectoc Additionol permonent bracing of ihe overall sirudure is ihe responsibility of ihe building desiyner.For general guidance regording �9oF➢ � fobricotion,quolity confrol,storage,delivery,erection ond bracing,consuB ANSI/TPI7 q�dify Cdteda,DSB-89 ond BCSI Bulldlnp ComponeM 7777 Greenback Lane,Suite 109 Sdety I�ormalion availoble 6om Truss Plote Insfitufe,781 N.Lee Street,Suite 312,Alexandna,VA 22314. Citrus Heights.CA,95610 16 Sr�utfhern Pine 4 SP or SPpy iurnber is sFrecified,th�design valu�s a re thc�se ef�ecdi�fe Cr6J01?N112 by�ALSG or prUpt�sed by SPI9. Job Truss TrussType Qty Ply PUGET SOUND BUILDERS/S2025lRD R35511484 12338 C3 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:0733 2012 Page 1 ID:IDemsNOjzKOLYVePaib?cvzaKZC-sytMrOP86dDwM nrOHBqkrhDkBZkoYPBnZJ13EyGL28 � -aii-in � so-o � s-o-o i �-ii-ia- , ai i-i a so-o 30-o a>>-�a 5<ele=7'20.4 4x4= 4 72 71 /i 1.Sx0 II 5 7.Sx1 II 8.00 72 / 3 � � % / % / 6 2 � / 7 1 / \ 70 9 8 � 3x1= 1.SxG II 1,5x1 II 7.5x4 II 3x4= EO-0 60-0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.07 Vert(LL) -0.01 7 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.01 7 n/r 90 TCDL $� Rep Stress Incr NO WB 0.02 Horz(TL) 0.00 6 n/a n!a BCDL 7.0 * Code IRC2009ITPI2007 (Matrix) Weight:231b FT=O�o LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during Uuss erection,in accordance with� Stabilizer Installation uide. REACTIONS All bearings 6-0-0. Qb)- Max Horz 2=33(LC 6) Max Uplift All uplift 100 Ib or less atjoint(s)2,6,10,8 Max Grav All reactions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the truss only. For siuds exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI(fPl 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category I I;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 9)'This truss has been designed for a live load of 20.Opsfon the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 10)Provide mechanical connection(by oihers)of truss to bearing plate capable of withstanding 100 Ib uplift aijoint(s)2,6,10,8. 11)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. �R S. 12)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall � verify that this parameter fits with the intended use of this component. 4�~ , �� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �� • '�� .°' � �: U �� LOAD CASE(S) SWndard 1c � �G�l ,PFG/U4,k�; `� � � �`��E�P7A L Y�� November 26,2012 A WBRIY'!NG Verifydes(gnpw�eetsrs asedREAI)l+�JTES ONTHISdN1771�LUDEDMITEKREFEFEIVGEPdGEMti-3473 BEFQRE USE. �� Design valitl for use only HAth�vTiTek connectors.This design is based only upon parameters shown,and is for an indivitl�al building compor,ent. AppWcabiRty of design parameters and proper incorporation of componeN is responsibility of building designer-not iruss designec Bracing shown is for lateral support of individual web members only. Additionol temporory bracing to insure slabiHty during consfruciion is ihe responsibil6ly of ihe ��I�� erector.Adtlitional permanent bracing of ihe overall siructure is ihe responvbility of ihe building desiyner.For general guidance regarding fobricotion,quali}y conhol,storage,delivery,erection antl brocing,consult ANSI/TPII QudHy Cdtedc,DSB•89 and BCSI Bulldlny Component 7777 Greenback Lane,Sude 109 Sdety IMormallon available hom Truss Plate Institute,78I N.Lee Sireet Suite 312 Alexandria,VA 22314. Citrus Heights.CA,95610 16 5r.�uthern Pine(5P or SPpy lurnbsr is sp�ecif�d,the�ESic�n valu�s are th�se eftecdive Cr6J41!2012 try ALSC or propt�sed 6y SPI9. Job Truss Truss Type c]ty P�Y PUGET SOUND BUILDERS/S2025lRD R35511485 12338 D1 COMMON 1 2 Job Reference o ional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:33 2012 Page 1 I D:prWORi?SRiBdJ BUOSHZXWUza KZE-sytM r0 P86dDwM_nrOH8qkrh40B4co066nZJ 13EyGLZB 411-7 � &3-0 � 13-E9 I 18-6-0 � 41Y7 4-3-9 43-9 411-7 � Cz5 I I Stela=1'.d6.8 3 � \ /� 9 70 B.00 12 3x5'i 3x5� 2 � i \ j� / / / � � 5 TH026 �1 � 71 72 8 73 74 � 15 i6 6 77 18 4x6= THD26 THD26 THD26 THD26 TH�26 TH026 OX6= 3x7 II Bx8= 3x7 II THD26 THD26 411-7 93-0 13-69 18-GO ' 4-11-7 � 43-9 � 43-9 � 411-7 Plate Offsets(X,Y): (1:0-63,0-0-5� �2:0-1-4 0-1-8� (3:0-2-0,0-2-0�,�4:0-1-4 0-1-8j [5:0-6-3,0-0-5�,f6:0-4-12 0-1-8� �7:0-40 0-4-8� �8:0-4-12 0-1-8� LOADING (psf) SPACING 2_p_p CSI DEFL in (loc) I/deFl L!d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.67 Vert(LL) -0.14 6-7 >999 360 MT20 185/148 (Roof Snow=25.0) �umber Increase 1.15 BC 0.60 Vert(TL) -0.23 6-7 >958 240 TCDL $� Rep Stress Incr NO WB 0.68 Horz(TL) 0.05 5 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:182 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-4-6 oc purlins. BOT CHORD 2x6 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except* 3-7:2x4 HF No2 REACTIONS (IWsize) 1=6568/0-5-8 (min.03-4),5=7281l0-�8 (min.0-3-10) Max Horz 1=102(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib}or less except when shown_ TOP CHORD 1-2=-9088/0,2-9=-6200/0,39=-6058/0,3-10=-6058I0,4-10=-6199/0,4-5=-9025/0 BOT CHORD 1-11=0/7427,11-12=0/7427,8-12=0/7427,8-13=0/7427,13-14=0/7427,7-14=0/7427,7-15=0/7373,1�16=0/7373, 6-16=0/7373,617=0/7373,1 7-1 8=017 37 3,5-18=0/7373 WEBS 3-7=0/6481,4-7=-2880/0,4-6=0/3130,2-7=-2949/0,2-8=0/3202 NOTES (13) 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. Bottom chords connected as follows:2x6-2 rows staggered at 0-7-0 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 connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated- 3)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCOL=4.2psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 4)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 5)Unbalanced snow loads have been considered for this design. 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 fii beiween ihe bottom chord and any other members. 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.102 and �;R S referenced standard ANSI/TPI 1 �,,�� 1 9)Use USP THD26(With 16d nails into Girder&NA9D nails into Truss)or equivalent spaced at 2-2-8 oc max.starting at 2-0-12 Q O� from the left end to 18-3-4 to connect truss(es)A3(1 ply 2x4 HF) to back face of bottom chord. ��' rj 10)Fill all nail holes where hanger is in contact with lumber. � � 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)400 Ib down and 4 Ib up at 0-2-12 on bottom chord. The design/selection of such connection device(s)is the responsibility of others � 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection The building designer shall verify that this parameter fts with the intended use of this componenL ..p �� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format �G/,�, ��Ci1S�Cti�t'`� �� 1oSnowALSm(ber ntc ase=1.15,Plate Increase=1 15 '`SSj��A, t.tiL�` Continued on page 2 November 26,2012 AWSF+IVING Verifydesdyrn.pcurrmctersandREl4!)tJi�T'�S4NTffISdNUfl�LVDEDMITEKREFEI�N�CEPd�'rEd�fFf74738EFf!ltEV&E. �� Design valid for use only wiih IvfTek connectors.This design is based only upon parameters shown,and is for an indivitlual building component. i.Y�. Appfcabifity of design parameters and proper incorporation of component is responsibility of buikling designer-not iruss designec Bracing shown is for lateral support of intlividual web members only. Addi}ionol}emporary bracing to insure stabifty during consfruction is ihe responsibillily of fhe MiTek" erectoc Additionol permanent bracing of the overall siructure is ihe responsibility of ihe building designec For yeneral guidance rec�arding fobricotion,quolity conirol,storage,delivery,erection and bracing,consult ANSI/TPI7 qudity Cdteda.DSB•89 ond BCSI Buildiny Component 7777 Greenback Lane,Sude 109 Sdety Informallon available 6om Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandna,VA 22314. Cttrus Hei hts.CA,95610 IR F.�.��lF.e.�.6..,�I E6...C6..Y I�.,-..I.�..-�e.o.....��C:e.! dAe Aom�.�......,l...na.,.e 1K.....��Pie,.A�..elM.INAfSA1'{L�.A1 cr,.�........,.ava�...en�e 9 ,lob 7russ TrussType (lty Py PUGETSOUND BUILDERS/S2025/RD R35511485 12338 D1 COMMON 1 2 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:33 2012 Page 2 I D:prWORi?SRiBdJBUOSHZXWUzaKZE-sytM rOP86dDwM_nrOHBqkrh40BQco06BnZJ I3EyGLZB LOAD CASE(S) Standard Uniform Loads(pl� Vert:1-3=-66,3-5=-66,1-5=-14 Concentrated Loads(Ib) Vert:1=-400 5=-1334(B)11=-1334(B)12=-1334(B)13=-1334(B)14=-1334(B)15=-1334(B)16=-1334(B)17=-1334(B)18=-1334(B) Q WdRNlNG Verzfy dcs#gnparmneters and1ZEAD JVDTES 4NTFIfS6Nl7I!'�LVDED MfTT&KKRLF`ERENCEPdGE hIIf 74T3�F.F(JfZE U�E. �� Design valid for use only with 1v5Tek connectors.This design is based only upon parameters shown,and is for an indivitl�al building component. AppWcabiWty of design parameters and proper incorporafion of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral support ot individual web members only. Additional temporary bracing to insure stabi6ly tluring consfruction is ihe responsibility of ihe 'ry erector.Additional permanent bracing of ihe overall siructure is ihe responsibility of ihe building designec Forgeneral guidance rec�arding '��Y�� fobrication,quolity confrol,storage,tlelivery,erection and brocing,consutt ANSI/TPI7 QudMy Cdtedo,DSB•89 and BCSI Bulldlnp ComponeM 7777 Greenback Lane,Sude 109 Sdety Informallon avoilable hom Truss Plate Institute,IS I N.Lee Sireef,Suite 312,Alexandna,VA 22314. Citrus Heights.CA,95610 13 Sc�u4herri Pine�SP or SPp�Eurnber is sp�ecif�zd,tMe desic�n valu�s are thc�se eiFecdnfe 06141!2D12 by�ALSC or prop�sed lzy 5PI9. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511486 12338 D2 QUEENPOST 'I 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:34 2012 Page 1 I D:EQC93j 1 L kd WCAfDb8P6E86zaKZB-K8RI3M Qmtx Ln_SM 1 y_i3H2E Llbl DXx6L?D2J bgyGLZ7 P71-14 56-3 � _ &3-0 I 12-11-13 �__ 18-60 19-514 11-14 56-3 38-13 3�8-13 56-3 11-14 4x4= Scale=7'.C4.7 4 i.5z4 '� 9 10 8.00 12 7.Sx4 i 3 \5 /� 2 / \� 6 � \� � � 8 �� 3x5= 3x8= 3x5= &3-0 18-60 &3-0 � &3-0 � Plate Offsets(X,Y): f2:0-2-9 0-1-8� [6:0-2-9,0-1-8� LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.31 Vert(LL) -0.13 6-8 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.58 Vert(TL) -027 6-8 >806 240 TCDL $� Rep Stress Incr YES WB 0.31 Horz(TL) 0.03 6 n/a n/a BCDL �,p * Code IRC2009/TPI2007 (Matrix) Weight:691b FT=0% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HFlSPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Iblsize) 2=802/0-�8 (min.0-1-8),6=802/0-5-8 (min.0-1-8) Max Horz 2=-102(LC 5) Max Uplift 2=-13(LC 7),6=-13(LC 8) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-992/5,3-9=-740/0,4-9=-705/19,4-10=-705/19,5-10=-740/0,5-6=-992/5 BOT CHORD 2-8=01738,6-8=0l738 WEBS 3-8=-299l68,4-8=0/522,5-8=-299l69 NOTES (10) 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 5)This truss has been designed for a 10.0 psf botlom 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 belween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,6. 8)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. 9)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. ��A ' r��Y�� 10)All dimensions given in feet-inches-sixteenths(FFIISS)format. Q� WAS 1. Q /�1,, LOAD CASE(S} Standard ^a� Tl� ��' G O � �G.of, FG��t:RF' `.-��c' •s . �i `S/ONAL'cT� November 26,2012 �i4'df�N1NG VerifydcsigrtparmnetcrsandRE�DND7ES4NTtfISdNlYIi�FCLUDE?DM(7�EKREFERENCEPB{'rEd4SlF7473&EF4REUSE. �� Design valid for use only with IviTek connectors.This design is based only upon parameters shown,and is for an intlividual building component. AppGcabiRiy of design parameters and proper incorporation of componenf is responsibility of building designer-not iruss designec Brocing shown is for bieral support of individual web members only. Additional temporary bracing to insure siabifiy tlunng conshuction is ihe responsibillity of the �8��,� erector.Additional permonent bracing of ihe overall structure is the responsibility of ihe builtliny desiyner.For general guidance rec�arding fabricotion,quolity con}rol,storage,delivery,erection ond brcrcing,consult ANSI/TPII QudHy Cdteda,DSB•89 and BCSI Bulldiny Component 7777 Greenback Lane,Su@e 109 Sdety In}ormaHon available from Truss Pbte Institute,781 N.Lee Sireet,Suite 312,Alexandna,VA 22314. Citrus Heights.CA,95610 16 5�autherri Pins�SP or SPp�lurnb�r is specifi�d,th�design valu�s are thosE eBecdive 061U1!2U12 hy�ALSC or propc�sed by SPiB. . . Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511487 12338 D3 GABLE 1 1 Job Reference o ional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:35 2012 Page 1 I D:EQC93j t Lkd WCAfDbB P6 E86zaKZBoL_7GiQOe ETeclx DWiAIqGmSB_AXGRGUEtos87yGLZ6 11-14 60-0 &3-0 18-GO 19-514 11-14 6-0-0 33-0 &3-0 11-14 3x5= Scale'.1/4"=1' 8 1.Sx4 I I 7.Sx4 I I 1.Sz4 II 6 / �0 7.5x9 II 4/ 77 Sx5= / i s:a I I 3 j 2d 1.5x4 I I g,pp� � 73 4 II 1.Sx9 II � ia x II i.sxa II � 2c� II 15 J ��\ x4 II � 2 �� is � � n� zs 3x5= t.5x4 I I 4x4�� 1.Sx4 II 1.SZ4 II 1 Sx4 II 3x5= 21 20 19 18 60-0 18-60 EO-0 12-60 Plate Offsets(X,Y): f2_0-2-9,0-1-8� �8:0-2-8 Edqe�,�16:0-2-9 0-1-8� LOADING (ps� SPACING 2_p_p CSI DEFL in (loc) Ildefl L/d PLAIES GRIP TCLL 25.0 plates Increase 1.15 TC 0.46 Vert(LL) -0.03 2-22 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.32 Vert(TL) -0.07 2-22 >999 240 TCDL 8 Q Rep Stress Incr NO 4VB 0.13 Horz(TL) -0.01 2 n/a n/a BCLL 0.0 ' Code IRC2009/TPI2007 (Matrix) Weight:97 Ib FT=0°/a BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2"Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 3-21:2x6 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No2 JOINTS 1 Brace at Jt(s):9 WEBS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross OTHERS 2x4 HFlSPF Stud/STD bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 6-11-8 except(jt=length)2=0-5-8. (Ib)- Max Horz 20=-102(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)2,20,18 except 19=-144(LC 2) Max Grav All reactions 250 Ib or less at joint(s)18 except 16=277(LC 3),2=639(LC 2),20=629(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 13-24=-273l0,2-3=-747/0,3-5=-431/35,5-7=-484/47,7-9=-468/47,9-12=-450/43, 12-21=-453/54 BOT CHORD 2-22=0/536,21-22=0l528 NOTES 1)Wi�d:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.I I;6cp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIlTPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 membera ��Y'�' ��V�� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,20,18 except QQ` f�Sf/ ��' Qt=1b)19=144. L�- �� 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and � �, G� referenced standard ANSIITPI 1. � L 11)Design assumes 4x2(flat orientation)purlins atoc spacing indicated,fastened to truss TC w/2-10d nails. 12)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall verify that this parameter fits with the intended use of this component. '� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. � 4�� G�,f,�'FCrs-r,��, `w -sS��nr��, � LOAD CASE�S) Standard November 26,2012 Q WB(lN1NG Verify dssign parmneEers and REAli Nt�fES 4N 17i1S,flN1;�f�LGDED MITEKREFERENGE P9GE A4t7-?473 @EFURE USE. �� Design valid for use only Nnih�vTiTek connectors.This design is based only upon parameters shown,and is for an intlivid�al building component. �� Appficabifiy of design parameiers and proper incorporation of component is responsibilify of building tlesigner-no��russ designer.Bracing shown is for laferal suppori of indivitlual web members only. Additionol temporary bracing}o insure slabiGty during conshuction is the responsibilNty of ihe M iTek' erecior. Adtlitional permoneN brocing of ihe overall siructure is 1he responsibility of ihe building desiynec For general guidance regarding fabrication,quolity confro6 storage,delivery,erection ond bracing,consult AN51/TPII Qudffy Cdteda,DSB•89 ond BCSI Bulldlny Componenf 77p Greenback Lane,Sude 109 Sdety IMormaHon available from Truss Plate InsliNte,7S I N.Lee Sireet,Suite 312 Alexandria,VA 22314. CRrus Heights.CA,95610 16 Soufhern Pine(SP or SP�r}�iurnb�r is sFrecif�d,the tfesign usluss are thc�sE eifecdive(�'ilbif2012 Nr�ALSG c�r pra�rc�sed by 5F18. . Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511488 12338 E1 GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA!Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:36 2012 Page 1 I D:EQC93j 1 L kd WCAfDb8P6E86zaKZ8-GXY VU2ROPY bVDSV P 3PiXMTJj_Oa9?v5dTWXPgZyGLZ5 -o-ii-ia � so-o � iz-ao F�z-ii-ia 'a>>-ia so-o s-o-o aii-�a ' 3n5= Scale=1�.32.4 7 7.Sx4 �I 1.5x< �� 8 � 7.5x4 II 6 15z/ II 9 5 j % 23 8.00 12 ��SxA I� ZZ% t.SxC II 10 � $ 1.5xC II 1.Sx4 II 3 �� % / 2 /� 72 $1 / ,3 � , �� ; � 27 20 19 18 17 16 15 14 � 3x5= 7 Sx4 II 7.Sx4 II 1.5x/ II��SxO I I 1.Sx0 II�.5x4 II 1.5x4 II 1.Sx0 II 3z5= iz-ao �z-o-o Plate Offsets(X Y): f2:0-2-9 0-1-8� f7:0-2-8 Edpe� f12:0-2-9 0-1-8� LOADING (psf) SPACING 2_p_p CSI DEFL in (loc) I/defl L/d P��S GRIP TCLL 25.0 plates Increase 1.15 TC 0.07 Vert(LL) -0.00 13 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(TL) -0.00 13 n/r 90 TCDL 8 0 Rep Stress Incr NO WB 0.03 Horz(TL) 0.00 12 n/a n/a BCDL �p y Code IRC2009lTPI2007 (Matrix) Weight:561b FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF StudlSTD MiTek recommends that Stabilizers and required cross bracing be installed during Uuss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 12-0-0. pb)- Max Horz 2=67(LC 6) Max Uplift All uplift 100 Ib or less atjoini(s)2,12,19,20,21,16,15,14 Max Grav All reactions 250 Ib or less at joint(s)2,12,18,17,19,20,21,16,15,14 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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 belween the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,12,19,20, 21,16,15,1a. F�S - 11)This truss is designed in accordance with ihe 2009 Iniernational Residential Code sections R502.11-1 and R802.1Q2 and ��' � referenced sfandard ANSI/TPI 1. QP � r Sf �� 12)This truss is designed for a creep factor of 125,which is used to calculate the iotal load deflection. The building designer shall v verify that this parameter fts with the intended use of this component. '�` �� l� 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. .a � �~ .�C LOAD CASE(S) Standard �� ? 4`� �;O :� .of.,, `�''ISTti� `� `sS(C�N A 1_.f':`s�i November 26,2012 QW�1W!!VK'r VerifydesignPc�rametersandRF'.dD1+�7£'SOl+TTHISdND7lV�CLUDEDMIT�KREFEAFJYCEPdGEMtf-T473BEF(}REU�E. ��. Design volid for use only with N�Tek conneciors.This design is based only upon parameters shown,and is for an individual building component. I AppNcabiGty of design parameters and proper incorporation of componenf is responsibility of building designer-nof iruss designec Brocing shown I is for laieral suppori of individual web members onty. Atlditionol temporary bracing to insure siabiity during construcfion is the responsibil6ry of ihe eredor. Additional permanent bracing of ihe overall siructure is ihe responsibility of the buikling desiyner.Forgeneral guidance regarding MiTek' fabricotion,quality coniroL storage,delivery,erection ond brocing,consult ANSIRPI7 QudMy Cdteda,DSB•89 and BC31 Bulldlnp Component 7777 Greenback Lane,Suite 109 Sdety InformoHon ovoiloble from Truss Plote Instituie,781 N.Lee Sireel,Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 16 5�sutfierri Pine�Sp or SPpM lurnber is sptecified,th�efesign ualues are thc�se ePfec9ic�e fif�/U1!2U12 Fry ALSC or prapc�sed by SPIB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511489 12338 F1 STUDDED MONO 1 1 Job Reference o ional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:0737 2012 Page 1 I D:ic mXH32zVxe3n poo h 7eTh Kza KZA-kj6thNSi9sjM rc4cd7Dmvh stZovzkHFn iAHzC?yGLZ4 0.�,a 7-��-a I as-a -� ai-a 7-iao t-s-o 3x4� Scale=1�.27.6 1 1.5x< II 3xI� 1.Sx6 II Oz10 � 5.00 72. 2 15x4 II � 3x4� 7. II 5x4 II xa II 3 � e sxa � a $ 1.5x4 II dxd- 3zd- 3x4= 1.Sx0 II 1.Sx4 II 1.Sz4 II 7 6 5 h &17-8 � 7-11-8 ' 311-8 40-0 Plate Offsets(X Y): f2:0-48 0-1-12� [3:0-312 Edqe� f3:0-0-0 0-1-9� �9:0-1-14 0-0-12� f12:0-1-14 0-0-12� LOADING �ps� SPACING p_p_p CSI DEFL in (loc) Udefl L/d P��S GRIP TCLL 25.0 plates Increase 1.15 TC 0.15 Vert(LL) 0.00 6 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) 0.00 5-6 >999 240 TCDL 8 0 Rep Stress Incr YES WB 0.35 Horz(TL) -0.00 5 n/a n/a BCDL �p * Code IRC2009/TPI2007 (Matrix) Weight:441b FT=0% LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2z4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS All bearings 3-10-0. (Ib)- Max Horz 8=-80(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)6 except 8=-201(�C 1),8=-201(LC 1),5=-206(LC 8) Max Grav All reactions 250 Ib or less at joint(s)8,7,6 except 5=973(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown TOP CHORD 2-3=-173/720 BOT CHORD 7-8=-523/170,6-7=-523/170,5-6=-523/170,3-5=-614/188 WEBS 2-8=-125/586,2-5=-873l171 NOTES 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;F�cp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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)TCLL:ASCE 7-05;Pf=25.0 psf(Flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 F�S will fit belween the bottom chord and any other members. �' N(� 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)6 except(jt=1b) �+E'`� i �f- 8=201,5=206. �,�� `ti�, 10)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and i� .^ referenced standard ANSI/TPI 1. 11)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall verify that this parameter fts with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. .o � �G.o �'"<r1SrtiRt;ti� ;°4 f� ��'�. S/ONAL.�ly LOAD CASE(S) Standard November 26,2012 AWARNlNG VerifydesignparmmtersaredlZEA�1+/01�S4NTHfSdNDI1WCLL�UEDM(7BKR�FFERENGEPdGEdYIIt-T473BEF(1dZGUSE. ��• Design valid for use only with�vSTek connectors.This design is based only upon parameters shown,and is for an indivitlual builtling component. AppicabiRty of design parameters and proper incorporoilon of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral support of intlividual web members only. Additional temporary bracing}o insure slabiEty dunng consfruction is ihe responsibil6ly of ihe M iTek' erectoc Additional permanent bracing of ihe overall siruciure is ihe responvbility of ihe buikling desiynec Forgeneral guidance regarding fabricotion,quality control,storage,delivery,erection ond bracing,consult ANSI/TPII QudMy Cdteda,D58-89 and BC51 Bulidinp Component 7p7 Greenback Lane,Sude 109 Sdety InformaHon avoilable from Truss Plaie Institute,781 N.lee Sireet,Suite 312 Alexandria,VA 22314. Cdrus Heights.CA,95610 IS 5ryutfierri Pine{SP or 5Pp�furnber Is specifi�d,the c4esign�alu�s are thc�se eifesdi�FP 0&IG1f2U12 Fiy kLSC or prv�sed k�y 5RiB. ,lob Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511490 12338 F2 MONO TRUSS 4 1 Job Reference o tional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:37 2012 Page 1 I D:ic mXH32zVxe3n poo h7eTh Kza KZA-kj6th NSf9sjM rc4cd7Dmvh sq0ouxkGg n iAHzC?yGLZ4 a,,a 7-„-e � �-s-a a'i-a �-i ao i-s-o Scele=1�.27.4 7 Sx4 I I 1 3xC� 5.00 12 2 �� .A 3 � 6 a ld 3x4= 3x4= 5 7Sx4 II � 36-0 7-11-8 ' &6-0 F 45-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.37 Vert(LL) -0.01 5-6 >999 360 MT20 1851148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.13 Vert(TL) -0.01 5-6 >999 240 TCDL 8� Rep Stress Incr YES WB 0.39 Horz(TL) 0.00 6 nla n/a BCLL 0.0 ' Code IRC2009lfP12007 (Matrix) Weighk 31 Ib FT=0% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood shealhing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HFlSPF Stud/STD BOT CHORD Rigid ceiling directly applied or 60-0 oc bracing. MiTek recommends that Stabilizers and required cross brecing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 5=918/0-58 (min.0-1-9),6=-19M0-1-8 (min.0-1-8) Max Horz 5=-80(LC 5) Max Uplift 5=-178(LC 8),6=-194(LC 1) Max Grav 5=952(LC 3),6=75(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-174/688 BOT CHORD 5-6=-578/153,3-5=-578/188 WEBS 2-6=-146/647,2-5=-874/176 NOTES (�2) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=42psf;h=25ft;Cat.I I;F�cp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip D0�=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;6cp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 belween the bottom chord and any other members. 7)Bearing at joint(s)6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s)6. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)except Qt=1b) �jlt� ' r�1V�� 5=178,6=194. Q�" �q 9� � 10)This truss is designed in accordance with the 2009 International Resideniial Code sections R502.11.1 and R802.102 and �� referenced sta�dard ANSIITPI 1. '��, 11)This truss is designed for a creep factor of 1.25,which is used to calculate ihe total load deflection. The building designer shall �; �' ' � verify ihat this parameter fits with the intended use of this component. 12)All dimensions given in feet-inches-sixteenths(FFIISS)format LOAD CASE(S) Sfandard � � �6 � �it�f �!�.,\�.,�/S.[k�t>� `��G ti ��s�sr��N,��.Y�� November 26,2012 �WAl2NlNG Veiifydesignpn�mnc-�crsaradRE9DN4TESONTHISdN17ti"�CLUDEDMITEKREFEREN�'EP6GEAIII-7473AEFUREUSE. ��. Design valid for use only wilh IvSTek connectors.This design is based only upon parameters shown,and is for an individuol building component. AppfcabiGty of design paramefers and proper incorporation of componenf is responsibility of buikJing tlesigner-not iruss designer.Bracing shown is for lateral support of intlividual web members only. Additional temporary bracing to insure slabiNty during construction is ihe responsibil6ly of ihe M iTek erector.Additional permanent bracing of ihe overall structure is ihe responzbility of ihe buikJing desiyner.For yeneral guitlonce regarding fobrication,quolity confrol,storage,delivery,erection ond bracing,consuB ANSI/TPI1 QodHy Cdteda,DSB•89 and BCSI Buildiny Componenf 7777 Greenback Lane,Suite 109 Sdety Intormallon available 6om Truss Plote Institute,781 N.Lee Sireet Suite 312,Alexandna,VA 22314. CRrus Heights.CA,95610 Id 5+yu4hern Pine�SP or SPpb lurnber is specified,thP design valuas a�e those effecdivP U6+'4i!2Ui2 try ALSC or prop�sEd by SPIB. Job Truss TrussType Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511491 12338 F3 MONO TRUSS 6 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA!Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:0738 2012 Page 1 I D:AoKvUP3bFFmvPyN_Fq9jDXzaKZ9-Cwg FujTHw9rDTlfo Bqk?Ru02 uCFM Tp_wwqO WkRyGLZ3 1- 311-8 SS-8 —� 61- 310-0 1-6-0 �is.a II s<aie=i�.is.e 5 500 12 2 a �� d 3 7Sx4 �� JX4= � 311-B ' }11-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.17 Vert(�L) -0.01 2-4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.12 Vert(TL) -0.02 2-4 >999 240 TCD� $� Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL �7_0 * Code IRC2009/TPI2007 (Matrix) Weight:131b FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HF/SPF Stud/STD 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 puide. REACTIONS (IWsize) 2=280/0-3-8 (min.0-1-8),4=122/0-1-8 (min.0-1-8) Max Horz 2=-43(LC 5) Max Uplift 2=-43(LC 8),4=-1(LC 5) Max Grav 2=284(LC 3),4=135(LC 3) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS Qow-rise); cantilever left and right exposed;end vertical left and right exposed;�umber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for this design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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)Bearing at joint(s)4 considers parallel to grain value using ANSIlfPI 1 angle to grain formula Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate atjoint(s)4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of wiihstanding 100 Ib uplift atjoint(s)2,4. 10)This truss is designed in accordance with the 2009 International Residential Code sections R502 11.1 and R802-10.2 and referenced standard ANSIITPI 1 k K S - 11)This truss is designed for a creep factor of L25,which is used to calculate the total load deflection. The building designer shall �� ' N�E, verify that this parameter fits with the intended use of this component. ri` 5 J- 12)All dimensions given in feet-inches-sixteenths(FFIISS)format ��L,��, f �1�J., LOAD CASE(S) Standard � i, �� O .0 � � `1 �� .o�, `CIST4��" �-�� , .SS.rONAI_Y�` November 26,2012 �WblttlYlN�i Verify designparmneters aredRL:A!)Nt]TES ONTHfSd1MT1IJ�LUDEAMfTEKREFF.RENGEP9GEMff-74T3 BEFGdtE USE. Desig�alid for use onry wiih RFiTek connectors.This design is based only upon paramelers shown,and is for an individual building component. �� AppfcabiNly of design porameters and proper incorporolion of componeni is responsibilify of buikJing designer-not iruss designer.Bracing shown is for lateral support of individual web members only. Addiiional temporary bracing to insure stabiGty during consfruction is ihe responsibility of ihe M iTek' erectoc Additionol permanent bracing of ihe overall structure is ihe responsibility of ihe buikling designec For general guidance rec�arding fobricotion,quolity conhol,storage,tlelivery,erection ond brocing,consufl ANSI/TPII QudNy Cdteda,DSB-89 and BCSI Bulldlnp Componenl 7777 Greenback Lane,SuKe 109 SdeTy Informatlon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312.Alexondria,VA 22314. Citrus Heights.CA,95610 Id 5+�utherri Pine(SP or SPpy IurnGer is sp�ecifi�d,th�cfesic�ri ualues are thc�se eHecd'rve G6181!2012�ry AL5C or prcrposed try SPIB. Job Truss TrussType Qty Ply PUGET SOUND BUILDERS/S2025lRD R35511492 12338 F4 MONO TRUSS 6 1 Job Reference o tional) The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:38 2012 Page 1 I D:AoKvUP3bFFmvPyN_Fq9j DXzaKZ9-CwgFujTHw9rDTlfoBqk?Ru02GCGoTp_wwq0 WkRyGLZ3 1- 1-11-8 35-8 1-8 1-10.0 1-6-0 t - 1.�4 I I Scale=1�.10.9 5 d 5.00 12 a z � 4 3 � � 1.Sx4 II 3x4= � I 1118 1-11-8 LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.15 Vert(LL) -0.00 4 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.02 Vert(TL) -0.00 2-4 >999 240 TCDL 8� Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 4 n/a n/a BCDL �7.p * Code IRC2009IfP12007 (Matrix) Weight:7 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 1-11-8 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HF/SPF Stud/STD 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 uide. REACTIONS (Ib/size) 2=216/0-3-8 (min.0-1-8),4=28/0-1-8 (min.0-1-8) Max Horz 2=-24(�C 5) Max Uplift 2=-48(LC 8),4=-17(LC 9) Max Grav 2=216(LC 3),4=34(LC 4} FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES (12) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;Exp B;Partially Exp.;Ct=1.1 3)Unbalanced snow loads have been considered for ihis design. 4)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 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 belween the bottom chord and any other members. 7)Bearing at joint(s)4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surtace. 8)Provide mechanical connection(by others)of truss to bearing plate at joint(s}4. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,4. 10)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. h�S - 11)This truss is designed for a creep factor of 125,which is used to calculaie the total load deflection The building designer shall y�' N�� verify that this parameter fits with the intended use of this component. �Q` p � �- 12)All dimensions given in feet-inches-sixteenths(FFIISS)format i +��., �', � LOAD CASE(S) Standard L 'o 'h .� ��f, F�3rs1'ti-��'� `�' , � 3`S�E'>NAI.t�` November 26,2012 Q WafftMNG Verify desic,�re pammeters and RLAD NOTES 4N 17fIS BN17 IlWCL UDED hITTElf REFERENCE PdGE MI1-7473 8EF4RE CI�E. ��■ . Design valid for use onfy wiih NSTek conneciors.This design is based only upon parameters shown,and is for an individual building componenf. � Appkcabi6ly of design porameters and proper incorporation of componenf is responsibilify of buikling designer-not iruss designer.Bracing shown is for laferal support of indivitlual web members only. Additional temporary bracing to insure slabiNty during consiruciion is ihe responsibil6ly of ihe p��;��•�� erector.Additional permanent bracing ot the overall siructure is ihe responsibilityof ihe buikJing desiyner.Forgeneral guidance regarding avo fobricotion,quality conhol,storage,delivery,erection and brocing,consult AN51/TPII Qudlty Cdfeda,DSB-89 and BCSI Bulldlnp Component 7777 Greenback Lane,SuRe 109 Sdety InlormaHon available from Truss Plate Institufe,781 N.Lee Sireet Suite 312,Alexandria,VA 22314. Citrus Heights.CA,95610 Id Sciuthern Pine(5P or SPpy lurnber is specifi�d,the cfesign valu�s a re those effesd'n�a�±61T2Gi2 F�y ALSC ur prapt��Ed 6y 5RI8. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERS/S2025/RD R35511493 12338 FS MONO GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA!Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:39 2012 Page 1 I D:Ao KvU P3 bFFmvPyN_Fq9j DXzaKZ9-h6Ee63Tvh Tz44v E_IXFE_6x DnccmCGm49U m4Hu yG LZ2 �>>-a I s�s-a � 311-8 1-6-0 � �7.5z4 I I Scele=1'.15.8 2 7.5z9 II 7 5.00 72 3 a �$ 6 5 7 5x< I I 1.5x4 I I 3x4- � LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1-15 TC 0.17 Vert(�L) -0.03 4 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.04 Vert(fL) -0.03 4 n/r 90 TCDL 8.0 Rep Siress Incr NO WB 0.03 Horz(TL) 0.00 3 n/a n/a BCDL �.p + Code IRC2009lTPI2007 (Matrix) Weight:14 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-11-8 oc purlins, BOT CHORD 2x4 HF No2 except end verticals. WEBS 2x4 HF/SPF Stud/STD BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF/SPF Stud/STD MiTek recommends that Stabilizers and required cross � bracing be installed during truss erection,in accordance with Stabilizer Installation quide. REACTIONS (IWsize) 6=26/&11-8 (min.0-1-8),3=223/3-11-8 (min.0-1-5),5=155l3-11-8 (min 0-1-8) Max Horz 6=-43(LC 5) Max Uplift 6=-4(LC 8),3=-42(LC 8) Max Grav 6=31(LC 3),3=223(LC 3),5=167(LC 3) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph(3second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise); cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIffPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads 6)Gable requires coniinuous bottom chord bearing. 7)Gable studs spaced at 1-4-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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 belween the bottom chord and any other members. 10)Provide mechanical connec5on(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)6,3 11)This truss is designed in accordance with ihe 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIlTPI 1. �,T`�F'� ` rrNr;� 12)This truss is designed for a creep factor of 125,which is used to calculate the total load deflection. The building designer shall �E'` ASF �' verify that this parameter fiis with the intended use of this component �� 'I��., 13)All dimensions given in feet-inches-sixteenths(FFIISS)format � �� 'L. LOAD CASE(S) Standard � �4y� �� G.�. ��<<is�r�:c�� ,>`<' �S,S�UN�1_.F`��'� November 26,2012 Q WB17fI1NG Ven;/y' desigrt Fa�r¢me�tcrs and REtlD MJTES ON 17fIS BN17 Pl�LUDED MITEKREFF,lTFJVCE PdGE hill-�478 BEFGRE USE. �� Design valid for use only with IviTek connectors.This design is based only upon parameters shown,and is for an individual building component. App6cabifiy of tlesign parameters and proper incorporation of component is responsibility of buikling designer-not iruss designer.Bracing shown is for laterol wpport of individual web members only. Additional temporary bracing to insure stabi5fy dunng consiruciion is the responsibillity of the �A�ry��y��- erector.Additional permanent bracinc�of the overall siructure is ihe responsibility of the builtling designec For general guidance regarding IVI 1 ➢C fobricotior�,quality coMrol,storage,delivery,erection ond brocing,consult ANSI(TPII CiudHy Cdteda,DSB-89 and BCSI Buildiny Component 7777 Greenback Lane,Sude 109 Sdety InformaMon available from Truss Pkate Institute,781 N.Lee Sireet Suite 312 Alexandria,VA 22314. Citrus Heights.CA,95610 16 Snutherrr Pine�5P or SPpj�lurnb�r is sp�ecif�ed,th�c�siyn valuas are thc�se ePfectri�fQ 0�+01f2012 Fiy ALSC or prapc�sed by SPIB. Job Truss Truss Type Qty Ply PUGET SOUND BUILDERSlS2025/RD R35511494 12338 G GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Fri Nov 23 07:07:40 2012 Page 1 I D:prWORi?SRi8dJ8U0SHZXWUza KZE-91 o0J PUXS n5x i3p61 FmTXJUOX?wRx ivDOBVdpKyG LZt -i-e-o so-o io-o-o ii-s-o --� i-s-o so-o so-o �-s-o Scele=1�.23.7 a.a= 4 1.ry,�d �� 7 Sx4 II 5.00� 5 3 � 6 �] Z , � , ip 9 8 3z4= 1.5x4 II ibc< II 75x4 II 3z4= 10-0.0 10-0.0 LOADING (psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0-17 Vert(LL) -OA2 7 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 7 n/r 90 TCDL $� Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 6 n/a nla BCDL O.p * Code IRC2009/TPI2007 (Matrix) Weight:33 Ib FT=0% LUMBER BRACING TOP CHORD 2x4 HF No2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 HF Stud MiTek recommends that Stabilizers and required cross bracing be installed during truss ereciion,in accordance with Stabilizer Installation guide. REACTIONS All bearings 10-0-0. (Ib)- Max Horz 2=28(LC 7) Max Uplifl All uplifl 100 Ib or less at joint(s)2,6 Max Grav All reactions 250 Ib or less at joint(s)2,6,9,10,8 FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib}or less except when shown. NOTES (13) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=42psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise}; cantilever left and right exposed;end veriical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 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 ANSIITPI 1-2002. 3)TCLL:ASCE 7-05;Pf=25.0 psf(flat roof snow);Category II;F�cp B;Partially Exp.;Ct=1.1 4)Unbalanced snow loads have been considered for this design. 5)This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 25.0 psf on overhangs non-concurrent with other live loads. 6)Gable requires continuous bottom chord bearing. 7)Gable studs spaced at 2-0-0 oc. 8)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9)*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 belween the bottom chord and any other members. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s)2,6. 11)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSIrfPI 1. � 12)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection The building designer shall ��E''� Ir� r� verify that this parameter fits with the intended use of this component. c` ��Sf �f- 13)All dimensions given in feet-inches-sixteenths(FFIISS)format 4��,� ��1i�,, LOAD CASE�S) Standard � +� �. �y � ��.c�f.,�FG�S��t�t��' `,�� , `�`S�ONA1.F'`.'C November 26,2012 A W�[tNlNfi Ver-ify dcsign parmneters ared IZLAD NU7�S ON TIffS 61V17I�LGrDED MtTEK REFE2ENCE P9GE kIIf-7473 B8F4RF3 USE, �� Design valid for use only wiih�vTiTek conneciors.This design is based only upon parameters shown,and is for on individual builtling component. AppNcabiNty of design parameters and proper incorporation of component is responsibility of building designer-noi iruss designec Bracing shown is for bferal support of individual web members only. Additional temporary bracing to insure stabifity tluring conshudion is ihe responsibilNty of ihe MiTek' erecior.Atltlitional permanent bracing of ihe overall>iructure is ihe responsibility of ihe buikling desiyner.Forgeneral guidance regarding fobricolion,quolity confrol,storage,delivery,erecfion ond brocing,consul} AN51/TPII QudHy CdteAe,DSB•89 and BCSI Buildlnp Component 7777 Greenback Lane,SuRe 109 Sdety IMormallon available 6om Truss Plote Institute,781 N.Lee Sireet,Suite 312 Alexandria,VA 22314. 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