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2414 Truss Specs (2) .. �� MiTek� MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: 1 1660 Fax 916/676-1909 SOLJNDBUILT/2414 3-CAR W-O.L.A/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: R35273188 thru R35273213 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. �ER S. T�NC qQ'�oE W.�Sy�. Ff- �`� --�, �� e� � � �� L �o �0 4 � T e A October 8,2012 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 ANSI/TPI 1. ��. ....: �-..�._�,__. ��..J . , Job � Truss Truss Type Qry Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273188 �"11660 A 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. Mon Oct 08 13:14:03 2012 Page 1 ID2kuRCElhtIqKQ9KsB 4rzkyTUaN-SbKN4xkx1Qefu2VMWViqGIk41WpQ_xT7gTU5yayVRNo -1� 7�45 � 11-10-ii � 17E-0 I 23-443 � 27-10-7 � 35-0-0 �tE-0 7E-15 43-12 5-7E 5-10-13 4-5-10 74-9 � Sx7= Scale=t'.67.0 3z6% 7 6.00 12 3xfi� 3xfi� 6 3z8� 4x6 i 4x10� 5 45 48 8 4z6 i 3s4� 3x4� 3x5� 4 9 Sx6= 3 �� 3x5� 3x5� 3x4 II 3x5� 14 s.s= ii �9 � � «N 13 1z 4x8% 4x6= 3.00 12 5xB= 3x4- 8-11-0 17�-8 25-84 35-0-0 8-11-0 F 8-5-8 F 83-9 � 93-05 � Plate Offsets(X,Y): [2:a2-6,0-0-12],[5:0-1-4,0-2-0],[6:16-11-6,0-0-4],[6:0-2-8,0-1-5],[7:0-3-8,0-1-12],[8:0-48,0-2-0],[10:0-0-11,0-2-1],[11:0-1-4,0-1-13],[13:0-3-8,0-2-8], [14:0-3-12,0-3-4] [15:0-1-15 0-1-0] [16:0-1-12 0-1-0] [18:0-2-0,0-1-0] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.72 Vert(LL) -0.34 14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.87 Vert(TL) -0.72 13-14 >576 240 TCDL $� Rep Stress Incr YES WB 0.50 Ho2(TL) 0.35 11 n/a n/a BCLL 0.0 ' CodeIRC2009ITP12007 (MaVix) Weight:2201b FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF 1650F 1.5E*Except" TOP CHORD SVuctural wood sheathing direcUy applied or 2-8-10 oc purlins. 1-4:2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2'Except' WEBS 1 Row at midpt 5-13,&13 2-14:2x4 HF 1650F 1.SE MiTek recommends that Stabilizers and required cross WEBS 2x6 HF No.2'Except' bracing be installed during truss erection,in accordance with 3-14,8-12,10-12:2x4 HF/SPF Stud/STD Stabilizer Installation uide. 5-14,5-13,7-13,8-13:2x4 HF No.2 OTHERS 2x4 HF/SPF Stud/STD REACTIONS (Ib/size) 11=1379/0-5-8 (min.0-2-4),2=1499/0-5-8 (min.0-2-6) Max Horz 2=99(LC 7) Max Uplift 11=-119(LC 8),2=-171(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4575/406,&4=-4284/377,4-5=-4208/395,5�5=-1632/174,6-45=-1615/183, 6-7=-1491/197,7-46=-1559/194,8-46=-1644/171,8-9=-2253/238,9-10=-2369/221, 10-11=-2591/233 BOT CHORD 2-14=-384/4087,13-14=-172/2385,12-13=-66/1875,11-12=-148/2259 WEBS 3-14=-281/127,5-14=-199/2400,5-13=-1369/192,7-13=-73/951,8-13=-766/149, 8-12=-37/493,10-12=-386/130 NOTES (15) 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)gable end zone;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 Vuss only. For studs exposed to wind(normal to the face),see Standard IndusVy Gable End Details as applicable,or consult qualified building designer as per ANSIlTPI 1-2002. 3)TCLL:ASCE 7-05;P�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 S NC 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 p,ti F non-concurrent with other live loads. Q O �, � 6)Ali plates are 2x4 MT20 unless otherwise indicated. �C�" i, �' 7)Gable studs spaced at 1-40 oc. 8)This Uuss 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 between the bottom chord and any other members. 10)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify .p �, capacity of bearing surface. �� 6 L� �� 11)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) �`� �!/STYR `� 11=119,2=17L SS�ONALE�" 12)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. Continued on page 2 October 8,2012 AWdRMNG-Verifydesignpar�retersandR�D1Vp7E5ON7NISdND/MCLUDBDNIf7E►CREFF.RENCBPdGS�I-7473bEFt?RE[ISB. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��4 Applicabilify of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral supporf of individual web members only.Additional temporary bracing to insure stabili}y dunng consiruction is ihe responsibillity of ihe MiTekm erectoc Additional permanent bracing of the overall siructure is ihe responsibility oF}he building designer.For general guidance regarding fabncation,quaiify conirol,sioroge,delivery,erection ond brocing,consuli ANSI/TPI7 Qualify CrMeda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safey InformaHon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandna,VA 22314. Citrus Heights,CA,95610 if sauthern P�ne(SP or 3Fp�tumber ia spec'rfied,the si�esign v�lues are those eflective Qb1�1.12012 by ALSC or pro{sosed by SPIB. ,lob Truss Truss Type Qty Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273188 11660 A GABLE 1 1 Job Reference o tional The Truss Co./Tri-County Truss, Sumner WA/Eugene OR/Buriington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Mon Oct 08 13:14:03 2012 Page 2 ID2kuRCE1 htIqKQ9KsB_4rzkyTUaN-SbKN4xkx1 Qefu2VMWViqGIk41WpQ_xT7gTU5yayVRNo NOTES (15) 14)This truss is designed for a creep factor of 1.25,which is used to calculate the totai load deflection. The building designer shall verify that this parameter fits with the intended use of this component. 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard AWdRMNG Verify design per�mcctcre and READ 11F07ES ONTHISdND II�LUDfiD Hf7ElCREFERENCEPdGE►1t(-T<?3 BfifORB USB. �� Design valid for use ony with MTek connectors.This design is based only upon paramefers shown,and is foran individual building component. ��. Applicability of design parameters and proper incorporation of componenf is responsibility of building designer-not iruss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during cons}ruction is ihe responsibillity of}he MiTek° erector.Additional permanent bracing of ihe overall siructure is ihe responsibility of ihe building designer.For general guidance regarding fobrication,quality conirol,storage,delivery,erection and bracing,consult ANSI/TPII Quality Crkeda,DSB-89 and BCSI Butldinq Compone� 7777 Greenback Lane,Suite 109 Safety Infumallon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern P�se(SP ur SPp�M�mber is specif�ed,ihe @esi�va4ues are thvse effective 0�'i+4f!'1612 by ALSC or proposed by 5PlB, Job � Truss TrussType Qty Ply SOUNDBUILTl24143-CAR W-O.L.A/RD R35273189 �11660 A1 SPECIAL 3 1 Job Reference o tional The Truss Co./Tri-Counly Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek Industries,Inc. Mon Od 08 13:14:04 2012 Page t ID 2ku RC E 1 htIqKQ9KsB_4rzkyTUaN-wouIHGlZojmW WC4Y4CD3pWGB5w8CjNXHv7EeU0yVRNn -1E-0 7E-15 � 11-1041 i 17-6-0 � 23-4-13 I 27-10-7 � 35-0-0 � 1-8-0 ' 7E-15 4-3-12 5-7E 5-10-73 4-5-10 7-1-9 � scale=1:62 4 4x5= 6 6.00 72 4x65%3 74 3x4� 4x6 i 2x4�� 4 2x4// 3 g 12 8x8= � 2 9 � '¢N <x9% 11 75 ifi 10 3.00 12 3x4= 3ve— Sx8= &11-0 17A-S 258-1 35-0-0 8-11-0 8-5-8 8-3-9 9-3-15 Plate Offsets(X,Y): [2:0-2-10 0-0-8] [5:0-1-8 0-1-12] [9:0-8-0,0-0-6] [11:0-1-12 0-2-11] [12:0-3-0 0-3-8� LOADING (ps� SPACING z_p_p CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.97 Vert(LL) -0.44 10-11 >951 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.90 Vert(TL) -0.78 11-12 >533 240 TCDL 8�0 Rep Stress Incr YES WB 0.52 Horz(TL) 0.37 9 n/a n/a BCLL 0.0 ` CodeIRC2009lfP12007 (Matrix) Weight:1391b FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2*Except* TOP CHORD Structural wood sheathing directly applied. 1-4:2x4 DF 2400F 2.OE BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 HF No.2*Except* WEBS 1 Row at midpt 5-11,7-11 2-12:2x4 HF 1650F 1.5E MiTek recommends that Stabilizers and required cross WEBS 2x4 HF No.2'Except* bracing be installed during truss erection,in accordance with 3-12,7-10,8-10:2x4 HF/SPF Stud/STD Stabilizer Installation uide. REACTIONS (Ib/size) 9=1452/Mechanical,2=1541/0.5-8 (min.0-2-7) Max Horz 2=100(LC 7) Max Uplift 9=-120(LC 8),2=-171(LC 7) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-4735/405,3-4=-4451/378,4-5=-4334/395,5-13=-1721/175,6-13=-1706/199, 6-14=-1694/195,7-14=-1709/170,7-8=-2508/239,8-9=-2753/232 BOT CHORD 2-12=-384/4232,11-12=-177/2512,11-15=-64/1968,15-16=-64/1968,10-16=-64/1968, 9-10=-144/2366 WEBS 3-12=-256/122,5-12=-196/2456,5-11=-1475/206,6-11=-84/1082,7-11=-830/151, 7-10=39/574,8-10=-352/129 NOTES (13) 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)gable end zone;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.Opst 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,with BCDL=7.Opsf. �ER . TfN 7)Refer to girder(s)for Uuss to truss connections. Q,V � 8)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify Q /,y � capacity of bearing surface. a, �' 9)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) � 9=120,2=171. 10)This truss is designed in accordance with the 2009 intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. .p � � 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 �' ,P 496 � V verify that this parameter fits with the intended use of this component. �iP F��/STE•.��' � 13)All dimensions given in feet-inchessixteenths(FFIISS)format. �S U�� S��NAL'�� LOAD CASE�S) Standard October 8,2012 A WdRMNG-VGrify design purm�meters med RFrdD hP07£S OP TNIS dNd lNCL tIDED Alf7EK REFBRBNCE Pdt}B MfI-7<T3 BEFORS USB. �� Design valid for use only with MTek connectors.This design is based only upon parame}ers shown,and is for an individual building component. �� Applicabilify of design parameters and proper incorporation of component is responsibility of building designer-not}russ designer.Bracing shown is for lateral support of individual web membea only.Additional temporary bracing to insure stability dunng consirucfion is ihe responsibillity of ihe erector.Additional permanent bracing of}he overall siructure is ihe responsibility of ihe buiiding designer.For general guidance regarding MiTek° fabrication,qualify con}rol,storage,delivery,erection and brocing,consult ANSI/TPI7 Quality CrMeda,DSB-89 and BC51 Buildiny ComponeM 7777 Greenback Lane,Suite 109 Safe}y IMwmaHon available hom Truss Plafe Institute,781 N.Lee Sireef,Suife 312,Alexandna,VA 22314. Citrus Heights,CA,95610 tf South+ern Pine tSP or SFpp fumErEr is specified,the desi�values are tl�ase etfective L�41120t2 by p,LSC ar praposed Gy 9P18, t Jab � Truss Truss Type Qty Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273190 11660 A2 COMMON 2 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. Mon Oct 08 13:14:05 2012 Page 1 I D2kuRCE 1 htIqKQ9Ks8_4rzkyTUaN-O_SNcICY 7 uN7MflewklMjp07KWASsQQBnzC 1 TyVRNm -��-o� s-aa I �z-�-z � n�-o +__zz-�o-�a 28-7-13 � as-o-0 � 1-6-0 6-43 5-8-15 5-4-14 5-444 5-8-15 6�3 4z6= Scale=1:88.0 8 600 12 �4 II hb II 5 ZZ � 3x4% 3x7 i 3x4� 3x7� 4 B 3 9 io r Z 2x4= 2z4 II oN � 3x8= 15 14 23 % 24 13 12 77 3xB= 2z4 I I yxg= �x4 II 2x4 I I 4x7= 4xB= Dc4 II � 6-43 I 11-10-3 I i6E-0 � 18-6-0 � 23-1-14 I 2&743 35-0-0 i 6�3 5-515 4-7-13 2-0-0 4-7-13 SS-15 6d3 Plate Offsets(X Y): [2:0-8-0 0-0-6],[6:0-3-0,0-1-8] [10:0-&0 0-0.6] [12:0-2-8 0-2-0] [14:0-2-0 0-2-0] LOADING (ps� SPACING 2_p_p CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 p�ates Increase 1.15 TC 0.89 Vert(LL) -0.46 12-14 >896 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.79 Vert(TL) -1.03 12-14 >405 240 TCDL $0 Rep Stress Incr NO WB 0.41 Horz(TL) 0.12 10 n/a n/a BCLL 0.0 ' Code IRC2009lTPI2007 BCDL 7.0 (Matrix) Weight:160 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied. BOT CHORD 2x4 HF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except` MiTek recommends that Stabilizers and required cross 6-12,6-14,16-17:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1605/0-5-8 (min.0-2-10),10=1484/Mechanical Max Horz 2=101(LC 7) Max Uplift 2=-183(LC 7),10=-132(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2790/237,3-4=-2371/199,4-5=-2355l223,5-22=-2370/289,6-22=-2360/312, 6-7=-2386/318,7-8=-2373/231,8-9=-2389/206,9-10=-2856/258 BOT CHORD 2-15=-226/2392,1415=-226/2392,14-23=-51/1522,23-24=-51/1522,13-24=-51/1522, 12-13=-51/1522,11-12=-174/2465,10-11=-174/2465 WEBS 6-12=-165/1159,7-12=-497/144,9-12=-467/124,6-14=-159/1111,5-14=-483/146, 3-14=-400/105 NOTES (13) 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)gable end zone;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 Vuss 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 redangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 at joint(s)except Qt=1b) �,I�ER C 2=183,10=132. QQ� 9)This Vuss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and r,� 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. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)100 Ib down and 12 Ib up at 18-6-0,and 100 Ib down and 12 Ib up at 16-6-0 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 shail "� �' verify that this parameter fits with the intended use of this component. �0 F 3 6�,O t�`t' 13)All dimensions given in feet-inches-sixteenths(FFIISS)format. �`f, ��1STF� `� LOAD CASE(S) Standard SS��N A L EN�� Continued on page 2 October 8,2012 A WdRMNG-Varify dasign pnrm�ers and REIlD NOTF.5 ON THISdND INCLUDE�HfTEK REFBRRNCE PdGE Alfl-74T3 BF,FORB USB. �� Design valid for use only with MTek connecfors.This design is based only upon parameters shown,and is foran individual building componeM. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not}russ designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during cons}ruction is ihe responsibillity of ihe MiTekp erecior.Additional permanenf bracing of fhe overall siructure is fhe responsibility of ihe building designer.For general guidance regarding fabricafion,quolity conirol storage,delivery,erection and bracing,consult ANSI/TPI1 QualMy Crkerta,DSB-B9 and BCSI Building ComponeM 7777 GreenbaGc Lane,Suite 109 Safety InfamaHon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Cilrus Heights,CA,95610 fi South�ern P�ne(SP or SPp)k�mFrsr is specifbed the desig�t values are those effective 46lU113013 by ALSC nr proposed tiy 5Po8. Job � Truss Truss Type Qty Pty SOUNDBUILT/2414 3-CAR W-O.L.AlRD R35273190 11660 A2 COMMON 2 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. Mon Oct 08 13:14:05 2012 Page 2 ID2kuRCE1 htIqKQ9KsB_4rzkyTUaN-O_S7VcICY1 uN7MflewklMjp07KWASsQQ8nzC1TyVRNm LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-6=-66,6-10=-66,2-10=-14 Concentrated Loads(Ib) Vert:23=-100 24=-100 A WdRMN�'r-Verify drsign pm�aeters and R&dfl NO7ES ON 7NlS AND/NCLUDBU t�T�C REF6RBNCE PdGS/�ffI-T473 REF'ORB USB. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and properincorporation of component is responsibility of building designer-not iruss designer.Bracing shown is for lateral support of individual web members onh/. Additional temporary bracing to insure stability dunng cons}ruction is ihe responsibillity of ihe �AfTei'» erector.Additional permanenf bracing of the overall siructure is ihe responsibility of fhe building designec For general guidance regarding �YI f 1� fabrication,quality control,storage,delivery,erection and bracing,consuli ANSI/TPII Qualily CrMeria,DSB-89 and BC51 Buildiny ComponeM 7777 Greenback Lane,Suite 109 Safsty Informallon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Sauttaern P�e(�SRnr SPp�lum�er ts speafied,dee desi�vatuea are thase effective O6i0112012 by ALSC ar prapased by SPIB. Job � Truss Truss Type Qty Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273191 � 11660 A3 COMMON 3 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. Mon Oct 08 13:14:07 2012 Page 1 ID2kuRCE1 htIqKQ9KsB_4rzkyTUaN-LMZuwInS4e85Nfp71KmmR8ukv7Crwodjb5S15LyVRNk -�a-o� �-i� ii-�-a � i�-s-o I za-a-�a I z�-�aiz � as-o-o �3eao � 1-6-0 7-1-4 4-5-15 5-10-13 5-10-13 4-5-15 74�t 1�-0 � qK5= Scale=7:fifi 4 6 8.00 12 3x4 i 3x4� 18 17 5 � 3xfi i 3xfi� 8 2x4\\ 4 2u4// 3 9 Z 10 �� „� 75 18 19 14 13 20 21 12 3xB= 3x4= 3xB- 3x5= 3x4- 3xB= 93-ib � 17E-0 I 25-83 I 35-0-0 93-14 8-2-3 8-23 93-13 Plate Offsets(X Y): [2:0-8-0 0-0-6] [10:0-8-0 0-0-6] LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.87 Vert(LL) -0.29 14-15 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.77 Vert(TL) -0.45 12-14 >916 240 TCDL 8�0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.14 10 n/a n/a BCLL 0.0 ` Code IRC2009lfP12007 (Matrix) Weight:1431b FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly appiied or 10-0-0 oc bracing. WEBS 2x4 HF/SPF Stud/STD'Except' WEBS 1 Row at midpt 7-14,5-14 6-14,7-14,5-14:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1599/0-5-8 (min.0-2-10),10=1599/0.5-8 (min.0-2-10) Max Horz 2=90(LC 7) Max Uplift 2=-170(LC 7),10=-170(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2751/215,3-4=-2513/205,4-5=-2391/223,5-16=-1788/167,6-16=-1772/192, 6-17=-1772/192,7-17=-1788/167,7-8=-2390/223,8-9=-2512/205,9-10=-2750/215 BOTCHORD 2-15=-188/2349,1518=-114/2000,18-19=-114/2000,14-19=-114/2000, 13-14=-50/1999,13-20=-50/1999,20-21=-50/1999,12-21=-50/1999,10-12=-98/2348 WEBS 6-14=-78/1138,7-14=-783/147,7-12=-28/502,9-12=-306/118,5-14=-784/147, 5-15=-28/502,3-15=-306/118 NOTES (11) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)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 Vuss 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 beNueen the bottom chord and any other members,with BCDL=7.Opsf. ER S. T/ 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) y� N 2=170,10=170. Q4` f 8)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and �ti�., � referenced standard ANSI/TPI 1. � 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)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. 11)Ail dimensions given in feet-inches-sixteenths(FFIISS)format. �' LOAD CASE(S) Standard �p� kF�3 S 9 R�,O �G{,�`' �ss�orv��E�'�'� October 8,2012 AWdRA1ING-Verifyd�sigrspm�mnetersandR6dDlY0TESON7FIJSdNdAYCLUDfitJHf7EKltEFBRENCEPdGE17f7-74T3BEf'OR$USB. �� Design valid for use only wiih M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. ��1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not}russ designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing fo insure stability dunng construction is ihe responsibillity of ihe MiTek erector.Additional permanent bracing of ihe overall siructure is ihe responsibili}y of ihe building designer.For general guidance regarding fabrication,qualify conirol,storage,delivery,erection and bracing,consult AN51/TPII Quality CrMerla,DSB-89 and BCSI Bulldiny Componenf 7777 Greenback Lane,Suite 109 Safety Infwmallon available from Truss Plate Insfifute,781 N.Lee S}reet,Suite 312,Alexandria,VA 22314. Citr�s Heights,CA,95610 If Soathern Px�e(SP or SPp}ku m#rer is specified,the 6esiqn vatuss are those effective U6144t2012 by ALSC ar proposed hy 5PI8, Job w Truss TrussType Qty Ply SOUNDBUILT/24143-CARW-O.L.A/RD R35273192 11660 A3A COMMON 3 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. Mon Oct 08 13:14:08 2012 Page 1 ID2kuRCE1 htIqKQ9KsB_4rzkyTUaN-pZ7G7eo4ryGx_pOKJ21?zMRvtXXwfDYtqlCsdnyVRNj -180 � 6-43 � 12-1-2 � 17-6-0 � 22-10-14 F 28-7-13 � 35-0-0 I3� '1E-0 6-4-3 5-8-15 5-4-14 5�-14 5-8-15 6-43 1-6-0 4x6= Scale=1:67.3 6 6.00 12 �q II 2x4 II 5 � 3v4% 3x7 i 3x4� 3x7� 4 B 3 9 2 9�4= 2x4 II _ 10 �y 11�� 3x8- 18 75 23 % 24 14 13 12 3x8- 2x4 II 4x8= 2xd II 2x4 II 4x6= qx8 = 2c4 II 6-43 I 11-10-3 + 16-6-0 4 18-6-0 � 23-144 � 28-7-13 � 35-0-0 ' 6-4-3 5-515 4-7-13 2-0-0 4-7-13 5-5-15 6�3 Plate Offsets(X Y): [2:0-8-0 0-0-61 [6:0-30 0-1-8] [10:0-8-0 0-0-6] [13:0-2-8 0-2-0� [15:0-2-0 0-2-0] LOADING (ps� SPACING p_p_p CSI DEFL in (loc) I/defl L/d PLATES GRIP TCLL 25.0 plates Increase 1.15 TC 0.86 Vert(LL) -0.46 13-15 >909 360 MT20 185l148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.78 Vert(TL) -1.01 13-15 >409 240 TCDL 8� Rep Stress Incr NO WB 0.39 Horz(TL) 0.11 10 n/a n/a BCDL �.p * Code IRC2009lTPI2007 (Matrix) Weight:162 Ib FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 HF SS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HF Stud'Except' MiTek recommends that Stabilizers and required cross 6-13,6-15,17-18:2x4 HF No.2 bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS (Ib/size) 2=1596/0-5-8 (min.0.2-10),10=1596/0-5-5 (min.0-2-10) Max Horz 2=90(LC 7) Max Uplift 2=-182(LC 7),10=-182(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2771/235,3-4=-2351/197,4-5=-2335/222,5-6=-2350/310,6-7=-2350/310, 7-8=-2335/222,8-9=-2351/197,9-10=-2769/235 BOT CHORD 2-16=-214/2375,15-16=-214/2375,15-23=-38/1504,23-24=-38/1504,1424=-38/1504, 13-14=-38/1504,12-13=-124/2373,10-12=-124/2373 WEBS 6-13=-159/1131,7-13=-502/146,9-13=-399/106,6-15=-159/1132,5-15=-502/146, 3-15=-400/105 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)gable end zone;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 Vuss 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 Vuss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) 2=isz,io=iaz. ��AE ' T�N� 8)This truss is designed in accordance with the 2009 Intemational Residentiai Code sections R502.11.1 and R802.10.2 and qP ,q g �'f- referenced standard ANSI/TPI 1. tir, 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)100 Ib down and 12 Ib up at ``` ° � 18-6-0,and 100 Ib down and 12 Ib up at 16-6-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)This Vuss 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. � 96 C;,� 12)All dimensions given in feet-inches-sixteenths(FFIISS)format. p� �'F��ST��(O �:{, LOADCASE(S) Standard �ss�ONAL,Ea`�` Continued on page 2 October 8,2012 �WdRNIN�'r-VGrify drsign pm�mreefers and RF.yD NQ7ES ON 7HJS dND INCLUDBD bff7EICREF&RRNCS PdGB/fil-T473 BEF4RB USE. �� Design valid for use ony with MiTek connectors.This design is based only upon parametea shown,and is for an individual building component. ��« Applicability of design parameters and proper incorporation of component is responsibility of building designer-not trvss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing fo insure stability during cons}ruction is ihe responsibillity of ihe MiTekrc erector.Additional permanent bracing of the overall sirucfure is ihe responsibility of the building designer.For general guidance regarding fabrication,qualify conirol,sforage,delivery,erection ond brocing,consult ANSI/TPI7 QualNy CrReda,DSB-89 and BC51 Bu(Idinp ComponeM 7777 Greenback Lane,Suite 109 Safety InfwmaHon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandna,VA 22314. Citrus Heights,CA,95610 if Sauthern P�e(5P or SPp}{um�ber is speafied,the desl�values are thuse etfective Q67Q1t2012 by ALSC ar propased by SPlB. Job � 7russ Truss Type qty Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273192 11660 A3A COMMON 3 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. Mon Od 08 13:14:08 2012 Page 2 ID2kuRCE1 htIqKQ9Ks8_4rzkyTUaN-pZ7G7eo4ryGx�OKJ21?zMRvtXXwfDYtqlCsdnyVRNj LOAD CASE(S) Standard 1)Snow:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-6=-66,6-11=-66,2-10=-14 Concentrated Loads(Ib) Vert:23=-100 24=-100 �WdRMI�I'r-Ymify drsign pur•mnefen and RBdD 1111�7E5 ON 7HIS AND IMGLUDSD iIIi�f RF�ERPRP,NCE PdGE�!tl-7473 BEFORS USCs. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibilify of building designer-not}russ designer.Bracing shown is for laferal support of individual web members only. Additional}emporary bracing to insure stability dunng consiruction is fhe responsibilli}y of the erectoc Addifional permanent bracing of fhe overall siructure is}he responsibility of ihe building designer.For general guidance regarding MiTek fabrication,quality control,storage,delivery,ereciion and bracing,consult ANSI/TPII Qualfty CrMeda,DSB-89 and BC51 Building Component 7777 Greenback Lane,Suite 109 Safety InlormaHon available hom Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Citr�s Heights,CA,95610 1f S�outhern P�e�SPor SPp�lum#>er is speeified the desi�v�lues arE ffiose effectiws 06i9fR412 by ALSC or praposed by SPIB. Job Truss Truss Type Qry Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273193 11660 A4 COMMON 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 IndusVies,inc. Mon Od 08 13:14:09 2012 Page 1 ID:2kuRCE1 htIqKQ9Ks6_4rzkyTUaN-HIheK�icGOoczzWtlpEWZz3GxtVOix02PxPAEyVRNi -18-0 7-1� 11-7-3 17-6-0 23-4-13 27-10.12 35-0-0 ib-0 7-1-4 4-5-15 5-10-13 5-10-13 4-5-15 7-1J 4x5= Scale=i'.65 6 6 6.00 12 3x4�15 16 3x4� 5 � 3z6% 3x6� 8 2x4\\ 4 2z4// 3 9 10 � 2 � 74 17 18 13 12 19 20 11 3%B 3x4 3z8= 3x6- 3z<= 3z8— 93-14 17E-0 25-8-3 35-0-0 9-3-74 8-2-3 8-23 93-13 Plate Offsets(X Y): [2:0-8-0 0-0-6] [10:0-8-0 0-0-6) LOADING (ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.94 Vert(LL) -0.29 13-14 >999 360 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.82 Vert(TL) -0.46 13-14 >907 240 TCDL $�� Rep Stress Incr YES WB 0.31 Horz(TL) 0.14 10 n/a n/a BCLL 0.0 ` Code IRC2009lTPI2007 (Matrix) Weight:141 Ib FT=16% BCDL 7.0 LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 HFISPF Stud/STD'Except` WEBS 1 Row at midpt 7-13,5-13 6-13,7-13,5-13:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabiiizer Installation uide. REACTIONS (ib/size) 2=1602/0-5-8 (min.0-2-10),10=1482I0-5-8 (min.0-2-7) Max Horz 2=101(LC 7) Max Uplift 2=-171(LC 7),10=-119(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2757/216,3-4=-2519/206,4-5=-2397/224,5-15=-1793/172,6-15=-1705/195, 6-16=-1778/193,7-16=-1793/167,7-8=-2414/236,8-9=-2536/218,9-10=-2775/229 BOT CHORD 2-14=-200/2355,14-17=-126/2005,17-18=-126/2005,13-18=-126/2005, 12-13=-63/2011,12-19=-63/2011,19-20=-63/2011,11-20=-63/2011,10-11=-140/2374 WEBS 6-13=-80/1142,7-13=-793/152,7-11=-39/522,9-11=-318/125,5-13=-767/147, 5-14=-28/503,3-14=-306/118 NOTES (11) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.8psf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enciosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)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 fit between the bottom chord and any other members,with BCDL=7.Opsf. 7)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)except Qt=1b) ��E�S� NC 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and Q� A f��n�' referenced standard ANSI/TPI 1. ,� � 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)This truss is designed for a creep factor of 1.25,which is used to calculate the total load deflection. The building designer shail verify that this parameter fits with the intended use of this component. 11)Ail dimensions given in feet-inches-sixteenths(FFIISS)format. LOAD CASE(S) Standard �Q F 3 6�,,0 �•U� .t� CISTER �3S�ON A L EN��` October 8,2012 �WdRNfI�'i-Verify dexign pm�mruters aad REdD 1VOT6S ON TH/S dND INCLUDRD NIIT�C REF&REIi►CE PAGS►ttf-7473 B6fORB USB. �� Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and properincorporation of component is responsibili}y of building designer-not iruss designer.Bracing shown is for la}eral support of individual web members only.Additional}emporary bracing fo insure sfabilify during consiruction is ihe responsibillity of ihe MiTek erector.Additional permanenf bracing of ihe overall sirucfure is}he responsibility of fhe building designer.For general guidance regarding fobncation,quality conirol,storage,delivery,erection ond brocing,consult AN51/TPI7 Quality CrMeda,DSB•89 and BCSI Buildinp ComponeM 7777 Greenback Lane,Suite 109 Safety InfamaMon available from Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. Cilrus Heights,CA,95610 li South+crn Pare�SP or SPp5lumber ts specifted,The des�n vaiuES are thase effeciive Q6i4tt2442 by ALSC or prapased by 4PIB. Job Truss Truss Type Qty Ply SOUNDBUILT/2414 3-CAR W-O.L.A/RD R35273194 � 11660 A5 GABLE 1 1 Job Reference o tional The Truss Co./Tri-Counry Truss, Sumner WA/Eugene OR/Burlington WA 7.350 s Sep 26 2012 MiTek IndusVies,Inc. Mon Oct 08 13:14:12 2012 Page 1 ID:2kuRCE1 htIqKQ9KsB_4rzkyTUaN-hKNnzOrbvBmNTQh5YuMx8CbmdE4rb5tSIMA3mZyVRNf -1�-0 17-8-0 35-0-0 38E-0 1E-0 17-6-0 17E-0 1-6-0 4x4 i ScAe=1:67.7 15 16 17 6.00 12 ia 13 7B 19 12 �� 20 21 3z5% 10 22 3x5� 9 23 7 B 24 25 6 5 26 4 27 3 ZB 2 29 y�} 30� �� 3z5= 53 52 51 50 49 48 47 46 ES 44 43 42 41 d0 39 38 37 3fi 35 34 33 32 37 3x5= Sz5= 35-0-0 35-0-0 Plate Offsets(X Y): [16 0-2-6 0-2-4] [40�0-2-8 0-3-0] 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(LL) -0.02 30 n/r 120 MT20 185/148 (Roof Snow=25.0) Lumber Increase 1.15 BC 0.08 Vert(TL) -0.02 30 n/r 90 TCDL a� Rep Stress Incr NO WB 0.17 Ho2(Tl) 0.01 29 n/a n/a BCDL �,p * CodeIRC2009/TPI2007 (Matrix) Weight:2181b FT=16% LUMBER BRACING TOP CHORD 2x4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 6-0-0 oc purlins. BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 HF Stud'Except' WEBS 1 Row at midpt 15-42,17-41 13-44,14-43,15-42,17-41,18-40:2x4 HF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection,in accordance with Stabilizer Installation uide. REACTIONS All bearings 35-0-0. (Ib)- Max Horz 2=90(LC 7) Max Uplift All uplift 100 Ib or less atjoint(s)2,53,52,51,50,49,48,47,46,45,44,43,40,29,39,38, 37,36,35,34,33,32,31 Max Grav All reactions 250 Ib or less atjoint(s)2,53,52,51,50,49,48,47,46,45,44,43,42,41,40, 29,39,38,37,36,35,34,33,32,31 FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES (15) 1)Wind:ASCE 7-05;85mph(3-second gust);TCDL=4.Spsf;BCDL=4.2psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;lumber DOL=1.33 plate grip DOL=1.33 2)Truss designed for wind loads in the plane of the Uuss only. For studs exposed to wind(normal to the face),see Standard IndusUy Gable End Details as applicable,or consult qualified building designer as per ANSIfTPI 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)All plates are 2x4 MT20 unless othenvise indicated. 7)Gabie requires continuous bottom chord bearing. 8)Gable studs spaced at 1-4-0 oc. 9)This Vuss 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 rectangie 3-6-0 tall by 2-0-0 �t�F'R S� N, wide will fit between the bottom chord and any other members. QP F S� F�- 11)Provide mechanical connection(by others)of Vuss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,53,52,51, �,� tir, 50,49,48,47,46,45,44,43,40,29,39,38,37,36,35,34,33,32,3L `� � ' ' � 12)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 13)"Semi-rigid pitchbreaks with fixed heels"Member end fxity model was used in the analysis and design of this truss. 14)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. '� 9 � 15)All dimensions given in feet-inches-sixteenths(FFIISS)format. ��ir '� CI ��E'O G{��" LOAD CASE�S) Standard S, ST' � � F3, G` �NAL� October 8,2012 �WARl+[fAft`r-Verify ctaign parmruters and READ N07ES ON 7NIS dND I1�LUD&D�S7EICREF6RBNCE PA4E MII-7473 EEFORS USFi. �� Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design paramefers and proper incorporation of componenf is responsibility of building designer-not iruss designer.Bracing shown is for laferal supporf of individual web members only.Additional temporary bracing to insure stability during cons}ruction is ihe responsibillity of}he MtTek» erectoc Additional permaneN bracing of�he overall sfruciure is ihe responsibility of the building designec For general guidance regarding f fabrication,quality conirol,storage,delivery,erection ond brocing,consult ANSI/TPI7 QualHy CrHerio,DSB-89 and BC51 Bu�ldiny Componenf 7777 Greenback Lane,Suite 109 Safety InformaHon available 6om Truss Plate Institute,781 N.Lee Sireet,Suite 312,Alexandria,VA 22314. 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