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1512 Truss Specs
. � TJESSEE BRCIADNYELL l SOLBERG INVESTMEMS/1512A/JB �SJ3ai128 --- --�At�---- -- �TGABLE�---- --- -._._ .. .---��__ _� �_�JobRelerence{aptional . ... ._.--------�—��.� �The Tn�sa CoJ T�1�Counry 7russ.Sumner WA T Eugerb OR/B�rNrgton WA,JB ID:slIa9KEV1AAxJY36P1 h1�Cyks4y-XIN7MceBCS V� eAill�UCc7LiDJ14JuMd1 ai�3BxOZtlC,oc �_t�-7 --�-------- � ----+---- ------12-0-0--------- � �347—� 147 8-0-0 8-0-0 t-47 � Sca1s:t2*t• Iw{__ 8 %'_ ' 1.Sxt 11/ 1.Sx4 II 5 j % � g_ap 12 t-Sx4 II � tS�N II �� � � 8 % \\ 1.5z4II // 1.Sx4II • g 3 . T1 / T1 / ST1 Sfi \ 10 y� 2 �— ---_. _----- ----�-------��� -----� et ---------.� .__---�— -----�\ ld a i / / . _ - - - - - \ t t G� 18 77 18 75 tI 13 12 �� �_ ,��� ,�,�� ,��� ,.��� ,.��, ,�,� ,��� �_= ,2-0-0 � -------12-0-0 -- --------------- - —1 LOADING(Ps� SPApNG 2-0-0 CSI DEFL 'm (toc) Yde11 Ud PLATES GfbP TCLL 25.0 Plates Inaea.ge 1.15 TC 0.72 VeA(LL) -0.01 11 Nr 120 MTZO 185/148 TCDL S.0 Lurnber Ina�se 1.15 BC 0.02 Vert(TL) -0.OZ 11 Nr 90 BCLL 0.0• Rep Stress Incr YES WB 0.02 Horz(fL) O.OD 10 Na Na BCDL 7.0 Code IRC2009/TPI2007 (Magoc) Weipttl:47 b FT=16% -- —-- - ----- — --___—---— — ---------- __ ___ _._ __.__------- ------ IUMBER BRAGNG TOP CHORD ac�HF No2 TOP CHORD S�ral wood sheatling d'retlly app4ed or 60-0 ocµxins. BOT CHORD�c4 HF No.2 BOT CHORD Rigid ceiCmp directl�r appded or 10-0-0 oc bradng. OTHERS 2�c4 HF Stud AMTek recammerWS that Stabi'¢en and requied aoss braanp be instaled �duri�_buss erec6m,in acoadanoe wilh Sfabizer Instalatlon gude. REACT10N3 (1Wsize) 2=199/12�0 (min.at-14),1�198l12-0-0(mn.P�1-14),15=84N2-0-0(min.6�1-14).16=117/12-0-0(min.at-14).17=10fiH2�0(m'in.41-14),t&106/12-0-0(rtin.4t-14), 14=N7/72-0�(min.41-14),1�106l12-0-0(min.0-1-14).12=108/12-0-0(min.0-1-14) Mau Hoa2=�1(LC 5) Mex UpIiR2--57(LC 5),10=-65(LC 6),16=23(LC 5),17=30(LC 5),18=-4(LC 6),14=22(LC 6),13�-30(LC 6),12=4(LC 5) AAexGrav2=199(LC 7).1�199(LC 1).1�84(LC t).1�117(LC 1).17=107(lC 9),1�106(LC 1),14=117(LC 1),13=107(LC 10).12=108(LC 1) FORCES (ib)-Ma�dmum CampressioNM�drtnrm Tension TOP CHORO 1-2�J39.2-3=-49/22.3-4=24l35,45=-25/49,56=29/63.67=29i81,7-8=25l40.&�-2M78.31��9H4.1a11�l39 BOT CHORD 2-18=0/48.17-18�/48,16-17�/48,tS16=0/48,1415=0/48.1314�/48,�2-13�/48,16�12�/48 WEBS 615=fifir0.�16=97/34,417=92/d9.318=77/21,7-14=97f34,&13=92/39.312�77f22 NOIES (10) 1)Unbalanced roof live loads have bee�considared for this desipn. 2>Tniss desipned ror wind bads in me plane or the wss«,ry. For sa,ds e�osed to wqw(rartrra�ro me raoe).see standerd�ndustry c�able End oetais as applicable,or co�ult quaffied building desigier as per ANSUTPI 1. 3)Gable requires conW��uous boMom clwnd bearing. 4)Gable studs spaced at 1-4-0 oc. 5)This truss has been desigrred tor a 10.0 psf bottom t3�ad Nve load nonco�airterN wilh ary other live bads. 8)`This truss has been designed for a Hve bad W 20.Ops1 on the boMom chord in a1 areas where a rectarple 3-6-0 ta/by 2-0-0 wide wi1 fit between the boriom chad and arry o�er members. 7)Provide rr�charricel cormection(by otliers)af truss to bearing plate capable of witlutardinp 57 Ib upidt ffi joint 2,65 Ib upiR at jaM 10,23�up1iR at joint 18, 301b uplift at joint 17,4 Ib uplift at joint 18.22 Ib upidt af joint 14.301b uplift at joint 13 and 4 Ib upliR at jaM 12. S)This Wss is designed in acoordence wNh the 2009 Intemadonal Residendal Code sections R502.11.1 arM R802.10.2 and referenced slarWard ANSIlTPI 1. 9)"Serr�rf0id pkdibreaks wilh fl�md heels"Member end fodty nwdel was used in the anaysis and design d this Wss. LOAD CASEa3) Sfendard �� � � � � �CEIVED OCt 0 Y 2013 ��'� , ,Nb - - -- Tnus Tn�saType -- - T�ly Ply----TJESSEEBROADWELL/SOLBERGINVE5TAAENTSM572A/JB CSJ303128-------�-----_ . . _--_. _-.�CannonTrt� ____- -- ---� --�__�_:JobRelera�ce�a�tiord�__ _ � The Truss CoJ Tn-Ca+riy Tn�ss,Surtrier WA/Eupene OR/BuWgWn WA JB 7.350 s,k►312012 MiTek Ind�striee,Mc.Thu Mer 0713:3628 2013 p�1 ID:sLIa9KEV1AAxJy36P1hITSCyks4y-yxdHDEK 6fD1RONY62vEmz5wWC'aWE73kY�vYLzd�cZ F---1-47-� — ----�� -f--___---------12-0-0 _-_-- � 13-4-7 -I 1�1-7 8�60 8-00 1-4-7 - Sr.ek:t/2'47' 4xI= 3 / 6_00 12 / /� �;!; � � �, /�� Tt / � 4 2 dl � - - - B� - li -------____.__---------- -----_-_._----------------- 5 .d / / - ' i /� �4__ L5x1 II �_ \ i% F-- -- — -�— - ---4- --- --------��Z--�------------� LOADING(ps� SPACING 2-0-0 CSI DEfL in (bc) I/deA Ud PLATES GRIP TCLL 25.0 Pletes Inaease 1.18 TC 0.60 VeA(LL) -0.03 2l � 360 MT20 185/146 TCDL 8A Lurtber I� 1.15 BC 029 Vert(R) -0.07 2-6 >999 240 BCLL 0.0' Rep Stress trw YES WB 0.08 Fiort(TL) 0.01 4 n/a n/a BCDI 7.0 Code IRC2009/TPI2007 (Mabbc) Weight 37 b FT=16% LUMBER .---- ----------- - -------------_-��-'- ------------ ----------- - TOP CHORD 2x4 HF No2 TOP CHORD Shudual wood sheaUw�p dbedly appGed a 5-�1 oc qrfns. BOT CNORD 2x4 HF No2 BOT CHORD Rigid ceiling directly app6ed or 1 Q-0-O oc Wadng. WEBS Dc�HF Slud hMTek teoortrnerWs tlial StaW¢ers�d tequited auss braeinp be inataled 1 [_duri!�ghuss erection,n a000rdance wdh Stabif¢er Ir�Yation9uide_-----� r�►cnonrs pn+s�ze> 2--ss�,a5-e�mN,.a��>,a=ss�,�as-8�mr,.a�-e� Max Horz2=4t(LC 5) Ma�c Uplirt2=89(LC 5),4=89(LC 6) FORCES (Ib)-Ma�dmum CompressioNA�a�drtwm Tension TOP CHORD 1-2�140,2-3=-579/28,3-4=57928,4-5�/40 BOT CHORD 2-8�/427,46�/427 WEBS 3-6�/243 N07ES (8) 1)Unbal�oed root five loads have been cansidered for Uis design. 2)Wind:ASCE 7-05;85mph;TCDL=A.Bpsf;BCDL=4.2psf;h=25tk Cat.II;E�B;endosed;MWFRS(low-rise)gable e�d zone;cantllever Ielt aid rigM e�qrosed; end vertical left arul right e�osed:Lumber DOL=1.33 plate grip DOL=1.33 3)This ttuss has been designed tw a 10.0 psf bolbm chad live bad nonconcureM wNh ary oUier liv�e bads. 4)•This truss has been desigried for a live load of 20.Opst on Cie bokan chad in aM areas where a redengle 36-0 faY by 2-6-0 wide wdl ffi beMrt.�en the bolrom cFWN and a�ry olher member8. 5)Provide mechanical oonnectlon(by dhers)d Wss ro bearinp ptate rapa6k of wNhstandnp 89 Ib uplilt at joint 2 and 89 Ib upkft at joirrt 4. 6)This truss is despned a�aaorda�witl�Ihe 2009 Intem�onal Residentl�Code sedions R502.11.1 and R802.102 and referenced standard ANSUfPI 1. 7)"Sert�Frigid pkci�breaks with fixed heels"Mertiber end fbdly rtadel was used in the anaysis and design of this trusa. LOAD CASE(S►Standard ,)ob r Tntts ------ Tnas Type 1Uty----Py �JESSEE BROADINELL/SOLBERG INVESTAAENTSl151?A/JB SJ303126 ------�81 _.------------�-�GABLE . --- ----.... ._..--._1'.-._-_L -_ � ,bb Refaaxe C��� -_. _--� The Trusa Col Tri1',arily Tn�ss,S�rmer WA/Eupene OR/Bulirg6on WA.JB . - 7.350 s,pi 312012 MTek IrWustriea.Inc Thu Mar 0713:37:40 2013pa�1 ID:sLIa9KE1MAxJy38P1 hITSCY�y-�GjpWBRrCjvogctlMFDM1 oBLXRrhGyl3.sm62zdGbP -1+7 11-2-0 18-4-0 72-4-0 23-8-7 ' t�7 � 71-2-0 -- I 5-2-0 +------6-0-0-1-47 yµ= SeaM�7:�5.7 1.SoN II 1.Sxt II 1.Szt II�p 11 12 t.5zt II . 13 1.Sr.{II 9� 1.5rA II � 14 LStA II �� � 1.Sx4 II 8.00 r12 7 i � 1.SW II� �� 18 1.Stt4 II � 1 91 1.5�II 5;? � / L5x4 II /4� DA II 3cr� � �D�11 I' ,/ �/� Dct I I 17 _ ��/__ � �--- � _ _ _ - _- 81 --- --- -�---�==_- �- 1e� 3x4- 1.Sx4 I I 1.5x1 I I i.5x4 I I 1.Su4 I I t.Sd�I 1_5uc4�I I 7x/0= � _ 19 �_ \� 27 TB 25 24 23 22 21 1.Sx!II f---- ------ -- ��- I �- -I Piaoe oRsea cx,v�:[»:o-2-0�Edgel.Le:ai-e a, ��.r��:a�_=�z az�,.�zs:o-�-�o a�-oy�zs:a�-�o,a�-0L[30:0-�-�o.a�-_o1�ia�=�o a��_----- LOADING(ps� SPAqNG 2-0-0 CSI DEFL 'n (bc) Yd�.M Ud PLATES GFi� TCLL 25.0 Plates I�se 1.15 TC 0.35 VeA(LL) -0.03 1&21 >999 360 MT20 185�t48 TCDL 8.0 Lurtt�er tnaease 1.15 BC 025 Vert(TL) -0.07 17-19 >999 240 BCLL 0.0' Rep Stress Irnr YES WB 0.16 Horc(fL) 0.01 17 n/a r�a BCDL 7.0 Code IRC2009/fP12007 (Matra) VVeight 1151b FT=16% ----- -- ---- -------------.-- --___ -------------- - -- - -------- LUM�R BRACING TOP CHORD Dc4 HF No.2 TOP CHORD S6uchxal wood sheafhirp diredly apptied a 6-0-0 x p�xNns. BOT CHORD Dc4 HF No.2 BOT CHORD Rigid oeiRrg d'aedy appGed ar 640 oc bradnq, Except WEBS 2n6 HF No2'6ccept' 10-OU oc bradng:19�21.17-19. W2:Dc4 HF SNd JOINTS 1 Brace at Jt(s):29 OTHERS Dc4 HF Stud �-���y�g}�y�¢d.g�d req�wed cross Waanp ye ina�led C�4_huss erection,n accadance wiih Stab�mer InslaNadon giide. r�ncnavs pw�e� 2=�s�nas-a��.az�s),z��anas-s��n.azs>.zz=asnas-a�mn.azs>.xs=i2��as-s�m:�.azs�.Za=�o��as-e��.ais�.-zs=�osnas-a�R,:,.az-�. 26=113/10-9-8(min.0.25),z�=sv�as-a�m:�.a2s),n=sssro-s-a(min.a��> Max Horz 2a82(LC 5) Max Upp1Yk34(LC 5),22�7(LC 5),23=14(LC 5).24=24(lC�,2�-19(LC 5),26=31(LC 5),27�3(lC 6).17=108(LC 6) Mau Grav�181(LC 9).21�47(LC t).22=63(LC 9).2�125(LC 1).24104(LC 9),25=106(I.0 11,Zf�i 13(LC 1).27�32(lC t),17�65(LC 1) FORCES. (Ib)-Ma�dmum CompressioNMa�drruxn Tension TOP CHORD t-2�9,23=78l79,3-4=57/78,45=-35l77,5-G=15/77,�7�/78.7-8�!!5,&9=0/85.9-10�J110.tQ11=-39/81,11-12�/75,12-13�/83, 1314�l66,1415=0/66,1S1f�-77/58,1617=-631/84.17-18�40 BOT CHORD 2-27=S5�i.2627=65/95,25�26=85�95.2425s85FJ5,2324=65rH5,22-23=-65/95,21-22=65/95,20-21�/481.1�20=0/481.17-1�0/484 WEBS 21-28=585/103.2&29--602/121.2g30s57Q+108.3431=519/89,tfr31=581l108.1619=0l124.10.21=288A,12-28=-40/41,&21=-�3/82, &22--82/35,7-23=94!'.i3,6-24=8B133,5-25=88l3.9,428=-89/36,327=89/27.132�73/30.1430=-112/42,1531=-4Mi37 N07ES (9) 1)Unbalanced roof 6ve loads have been considered for Ctis design. 2)Tniss designed for wind loads in the plane of the Uuss oNy. For studs e�osed to wind(normel to the faoe),see Standerd Industry Gable End Details as aPWicable,or consult quatified buildiig desiqier as per ANSIfTPI 1. 3)Gable sWda spaced at 1�-0 oc. 4)This truss has been designed tor a iD.O psf bottom chord Idre load nonconcurrent with any other live bads. 5)'This truss has been designed tor a live loed of 20.Opsf on the bot6am chad in aN areas where a rectanple 3-8-0 tad by 2-0-0 vride wi9 fit between the botlom d�ord and arry other membars. 6)Provide mediani�l oonnectian(by otheis)d truss to beaMng piate capabfe of witlisfand'mg 34 Ib upfAt at jant 2.47 Ib upYft at jokH 22.14 b upYft ffi joinl 23, 24 Ib upNft at joint 2�,19 Ib uplift at joirrt 25,31 Ib upltlt et joint 26,3 Ib widt at joird 27 and 108 b upiR al joint 17. 7)This truss is designed in aocadance wNh ttie 2009 I�maUOnel Residentlel Code secdons R502.1 t.t aid R802.102 and refererked standard ANSUfPI t. 8)"SemFrigid pitchbreaks with flxed heeis"Member end fidly rtadel was used in the analysis and design d Ihis huss. LOAD CASE(S)Sfandard ,bp • ---Tnss - —Truss Type ----- — �Y �Y -_ JESSEE BRQADVVELL/SOLBERG INVESTMENTSf1512N JB� Ls.�,ze ----�ex ----- --- —__�c�.,�«,T� ----- --___ - L _� '�.�c R�c�2 � The Ttusa CoJ TrlLouity Tnus.Sumier WA/Eugene OR/Buhr�m WA,JB 7.350 s,hi 312012 M�Tek Indintriea,Iric.Thu Ma 07133T:44 2013 1 ID:sLIa9KEVNAxJy36P1 hITSCyks4y-fyWEeuBGo4i90�_N6VR60CCU?uFnUhYgg�bL -1�-7 _510-�-----.- 11-2-0 .1&S12 22-40 238-7 1-47 510-4 �— 5-3-12 ----� ---- 5312 ---+-- -&10-4 ---+-1-47� SCai!a 1:41.0 Iwt= 4 8.00�12 1.3:4 O � 1.Sx1// 3 5 % \ T / t 2 g � /--- --- ----- -- — ------- Bt -----�-----.___----�----- — � � --- -------- � 10 17 9 8 yd- 3x4= yb= 3�t1:- 3fd= I --- ----- --- -------- �- -- - -----7 7-8 ---- �-- -- �-�-0 4--—— ---7-7$— ---------- - _-- LOApNG(psQ SPAqNG 2-0-0 CSI DEFL 'n (loc) Vde11 L!d PLATES GI7p TCLL 25.0 Plates lncreese 1.15 TC 0.36 VeA(LL) -0.14 &10 �999 360 MT20 185/1�8 TCDL 8.0 Lurriber Inaease 7.15 BC 0.45 VeA(TL) -0.22 810 >999 240 BCLL 0.0' Rep Shess Ina YES WB 020 Fba(TL) 0.05 6 Na Na BCDL 7.0 Code IRC2009/TPI2007 (MaEmc) VVeigM:81 b FT=16% --___--- ----— —---_- ..----- — -- LUMBER �p� TOP CHORD�c4 HF No2 TOP�HOR� Strud�+al wood�nB�Y�e a'�-�-14�P�� BOT CHORD Dc4 HF No2 80T CHORD Rigid ceilinp direcUy applied w 140-0 oc bradng. WEBS ac4 HF Stud MiTek reoortrrierWs that StsGil¢ers and reWrired uoss bradrq 6e instaled �_dumg truss eiec�on.in a000�datoe wdh Stabiizer IrataYeEOn Qiide. �►cTion�s �iw�ze> r-�o�aass�min.a�.»>,s=�o�aasa�rrin.a�-t» _ _ -- Max Horz2�2(LC 5) Mau UpIiR2=123(LC 5),6=123(LC 6) FOftCE3 (Ib)-Ma�drtum Can�ression/Ma�un Tension TOP CHORD 1-2�/40.2-3=1599/132.3-4=1399l744,45=-1397/144,5-6=1597/132.Cr7�140 BOT CHORD 2-1�102/1345,1a11=7/903,9-11=718(I3.&9=7/903,6-8=43/1343 WEBS 48=52/518,5-8=3371126,410=52/521,310z337/126 NOTES (8) 1)Unbalmioed roof Ave beds have been considered for tltis design. 2)Wi�d:ASCE 7-05:85mph;TCIX.�1.8psf;BCDL�2psf;ha251�Cat II:E�B;endosed:MINFRS(low-rise)gabb erW zone:cantiever lert and rigM exposad; erW vertical left and right e�osed:Lumber DOl=1.33 plale grip DOL=1.33 3}This trusa has been designed fa a 10.0 psf boMom chad frve bad noncw�curteri with erry Wher lirve beds. 4)•This truss has been desipned for a live bad oi 20.Opsf on fhe bolWm diord In aY areas where a redengle 3-&0 fal by 2-0-0 wide wil fit between the bolbm dwrd and arry other members,wdh BCDL=7.Opsf. 5)Provide mechaMcal comecBon(by oNiers)M truss M bearing p�ate capable d witlufending 1 T31b uptiR at joiM 2 arxl 723�uplifl at joirrt 6. B�Thh truss is designed in acoordanoe wiTh the 20091rrtema6o�al Re�der�fal Cade sedions R502.11.1 aiM R802.10.2 arM referenoed standartl ANSUTPI 1. 7)"Seniiigid pdrhbealcs wiTh faed heels"Member end fodly nwdel was used in�e analysis and design d tlns huss. LOAD CASE(S)StarMard ' Job -- Tnss ------�--Tru�TYPe aY ryY JESSEE BRQADYIIELL/SOLBERG INVESTMENTS/1512N JB � SJ303128 -------�------------__—..---_�.T!!� ___...-- --- ---�1+ ._� _.� JobRefererxe(aQOiar�----------- --� The Tnisa Co1 Tri�arYy Tnna,Sumier WA/Eugene OR/&+firc�fm WA J8 7.350 s Jul 37 2012 hUTek IMustrfes,Inc Thu Ma 0713:3T48 2013 a�e 1� ID:sL1a9KEV1AAxJy36P1hITSCyks4Y-dCe93aCWdhyadj8lDvTffdHpvmWtFN�v7 J4M¢dC,b,l -1�-7 5-10d t t-2-0 18�5-12 72-4-0 � 1-47 + -------510-4----------F--------5312 �-------5-3-12 --------I--------510� � StaM�1:�0.1 4x1= 4 % 8.00 12 1.SrA\� 1.5x4 O 3 5 �7 i / ' ' \ 2 / 8 � ------ -- B� --- ------ — ------gl -- � 9 10 8 7 4z4= yµ_. y6= 3X{= 4z4= � 7-7A 14-8-8 Y2d-0 - --- --------–- ---- 7-7$ 7-1-0 _}---- �_�$ —, LOADING(ps� SPApNG 2-0-0 CSI DEFL in (loc) Udell Ud PLATES GRIP TCLL 25.0 Plates Irweese 1.15 TC 0.�0 VeA(LL) -0.14 7-9 �999 360 MT20 185/148 TCDL S.0 Lurtiber Inaease 1.15 BC 0.51 Vert(fL) -0.2:i 6-7 >999 240 BCLL 0.0' Rep Stress Ina YES WB 021 Haz(fL) 0.06 6 Na n/a BCDL 7.0 Code IRC2009/TPI2007 (Matruc) NAeigNt 80 b Ff=16% LUMBER --- ---- -- — -- BRACING —--__—_------ __ ------- --------- TOP CHORD 2x�HF No2 TOP CHORD S4�hral wood sheaUinp drecl�r appC�ad or 3115 oc pixfns. 80T CHORD Dc4 HF No.2 BOT CHORD Rigid ceiYng directly apptied or 16-0-0 oc bracing. WEBS Zx4 HF Stud hNTek remnrnends tlmt Sfabihers and re�ked crosa bradng be insfaled �cNirinQ truss eredion.n aocadarwe wAh Stabiiner Insf�adon g�ide. � �►c�nor�s �ia�e� s--s�smnaa,�,�,s=�ozseasa��,:�.a�-»> Max Horz2=72(LC 5) Max Uplift6=-76(LC 6),2=124(lC 5) FORCES (Ib)-Ma�cmum CompressioN�Ae�dmum Tension TOP CHORD t-2�l40.2-�1821/134,3-4=1421/t�6.4-5s1451/159.5�-1657/148 BOT CHORD 2-9=-114l1365,31�181925,&tOz19/9Z5,7-8=19/925.6-7=82l1409 WEBS 47�5/563,57=389/135.4�52l520,39=337/126 NOTES (9) 1)Unbelanoed roof Nve loads have been considered fa tlNs desipn. 2)Wirxl:ASCE 7-05;85mph;TCDL�.9psF,BCDL=1.2pst;h=25ft;C�.tl;E�B;endosed;MWFRS(low-�Ise)g�le end zone;ranfilever left aid rigM e�osed; end vertical leR and right e�osed:lumb�DOL=1.33 pate grip DOL=t.33 3)This truss has been desi{�ed for a 10.0 psf bottom chotd live bad rwnoaianerx wNh arry dher Ifve bads. 4)•This truss has been deslgned tor a live bad of 20.Opsf on the bollom chord in aY areas wheie a rec�anple 3-6-0 tal by 2-0-0 vride witl fil belween the bollom chord and arry oC�er rtierribers,wilh BCDL=7.Opsf. 5)Refer to gkder(s)for truss to truss cannectlons. s)?roo;de meaiarum mru,ectlon(by omers)w auss to Geaarag plaea capable a wia�naing 7s�upliR at jam s and t2a m upkft al jo:rt 2. 7)This truss is designed in aabrdance wilh the 20091nEematlonal Residerrtal Code secUOns R502.11.1 and R802.102 arM referenoed s[arWard ANSI/fPl t. 8)"Semi-rigid pitchbreaks with flxed heeis'Member end fodly model was used in tlie analysis and design of this truss. LQAD CASE�S)Standard _ ,bb ----7Tnxss TnusType Qly TPIy JES$EEBRdV1DV11ELL/SOLBERGINVESTMENTSf1512A/JB -- ---- �SJ303128 64 �GABLE ..�1 1�- ---- � �- -------- -- ------ - ---- __- -- _ ___ _ - ----�.�a���� The Tnus CoJ Tr't�axty Tn�ss,Stmier WA/Eupene OR/BuAington WA,JB 7.350 s,WI 31 2012 MTek Indus0lee,Inc.Thu Mar 07 13:37:54 2013 Pape 1 ID:sLIa9KEV1MxJy.i6P1 hITSCyks4y-Nt7qJ,ACG9ykayllhbdYoJcGG?Mw72TOzEFVeFzdGbB -t-4-7 t1-2-0 22-4-0 I- 1�-7 I -11-2-0 -------i-------- -11-2-0------- --I Scals�1:41.0 Ix4= 10 � 11 �/ ��, / \ � ��. B.00�12 / � 73 � . 8 j� 14 � 15 4 18 i 3 � 17 ���� �� ----� --- --� B7 - - --� -�---- ----- � 18 � L/ �- 34 33 32 31 30 29 28 27 4B 25 24 23 ?2 21 20 79 �_ S�d W6= � �'� --i r .__-_____..-____.___-___._ 71-40 --- - ----- -- ------------- PIaBe 011sefs p(,1�:[21:0-2$.0-441 ----------.-- LQADNiG(Psfl SPApNG 2-0-0 CSI DEFL in (bc) UdeA Ud PLAiES GR� TCLL 25.0 Plates Ir�rease 1.15 TC 0.12 Vert(LL) -0.00 1 Nr 120 MT20 185/148 TCDL SA Lurtber Inaease 1.15 BC 0.05 VeA(TL) -0.00 1 Nr 90 BCLL 0.0• Rep Stresg Incr YES WB 0.05 tbrc(TL) 0.00 18 Na Na BCDL 7A Code IRC2W9!lPI2007 (Matrbc) VVeight 108Ib FT=16% -- -- ---- ----__--- - ---------- --_--------- ---_L__---- - - LUMBER BRACMG TOP CHORD D�4 HF No.2 TOP CHORD Str�x�ral wood sheatlig directly appied or 60.0 oc piriis. BOT CHORD ac4 HF No2 BOT CHORD Rigid ceiGnp directly appied or 10-0-0 oc 6radng. OTHERS 2x4 HF SWd MiTek r�ortr�tliat S�ers and required aoss bradrq be instaled � �trusa eredion.�aocorda�e wAh Stab�izer InsfaAa6on guide. --------------- REACTiON3 (IWsize) 18�4J2T�4-0(min.631),2=198/22-4-0 (mn.P31),27=9?lZ2�-0(mn.0.b7),2�710/22�1-U(min.0-31).2�10722-�-0(min.431).3W10�22-4-0(min.431), 31=107f12-0-0(rtin.P3t),32=105J22-4-0(min.431),33=113/22�0(min.0-3-1),34--9122-4-0 (min.0.3-t).28=11Qf22-4-0(rr�.0-3-1).2�106l12�0(min.031). 2e=�o�nz-ao��.oa��.za=�osrzz-�-o ��.a�>>.2r-»oriz�a�o��.o-s-».�svzz+o��.o-�»,���5zrzz�-o��.o-s->> Max Horz2=72(LC 5) Max Uplil12--37(lC 5),2�-17(LC 5),2�24(LC 5),3�21(LC 5),31=22(l.0 5),32=-20(LC 5),3�31(LC�,34=3(LC 8),26=-15(LC 8),25=-25(LC 6),24z22(LC 8),23�-22(LC 6), 22=23(LC 6),20=19(LC 6),19�33(LC 6) Mau Gav18�4(LC t).2=198(LC 1).27�2(LC t).2�111(LC 9�2�107(LC 9).3�107(LC 1),31=107(LC 9).32=105(lC 1).33=113(LC 9).34--91(LC 9).2�111(LC 10).25=107(LC 70). 24=107(LC 1).2�106(LC 10),22=110(LC t),2�92(LC 10),1�152(LC 10) fORCE3 (ib)-Ma�dmum ComqessioM�labrrKxn Tension TOP CHORD t-2�9,2-3=71l21,3-4=50/24.45=31/31,5-6=29/46,67=29/60,7$=-29f/4,89=29/89,&t�-3Q�101,1411=30/98.11-12=29/80, 12-13=29/58,1314=29l40.1415=29126,15-16=28/15,18-17=32/11.17-1�58/24 BOT CHORD 2-34=0/59,3�34�/59.32J3�/59.31-32=0/59.30-31�/59,29-30=0l59.28-29�1/59.27-28�l59,2627�l59.25�28�/59.2425=0/59, 2�24=0/59.22-23�/59.21-22�l59,2421�/59,1Y2(k0/59,7&19�/59 WEBS 10-27=7M0,&28=92/28�&29--88/d6�7-30=86J33.631=$8/d3�5-32=88/33,4-33=89/38,334=-86l27.11-26=-92l2B�12-2�88/36. 1324=-88133,1423=88/'d3.15�22=-90l34,1620=79/31,17-19=116/43 NOTES (11) t)Unbalanced roof five loads have been considered for this desipn. 2)Truas desipned for wind loads in the p{ane of the truss only. Fa sluds e�osed to wind(normal to 1he faoe),see StarWatd Indus6y G�le End D�ils as applkable,or consWt quakfied buil�ng designer as per ANSI/TPI 1. 3)All plates are 1.5x4 MT20 uMess otl�wise indicated. 4)Gabb requires condnuous boMom chord bearing. 5)Gable sWds spaced at 14-0 oc. s)rhis auss nas been aesigned ror a 10.o psr uol6om diora live�oad nonconarrern wiui any othe��ive�oeds. �>'This Vuss has been designed for a five bad ot 20.Opsf on Ihe boteom chad in aM areaa where a redangle 3&0 haN by 2-0-0 wide wi1 ffi belween the botBOm ctwrd and ary oC�er membera. 8)Provide rtiecharric�l comecfion(by Mhers)of Wss to bearirg plate capa0le af witlistarxling 37 Ib upNR at joint 2,17 Ib upYft at joiM 28.24 b uplift at joiM 29, 21 Ib upGR at joint 30,22 m up1iR at joint 31.20 Ib uptift at jant 32,31 b upGft at joi�t 33.31b uplift ffi joint 34.15 Ib upld[ffi joird 28.25 tb upf9t at joirrt 25.22 Ib uplift at joint 24,ZZ�upMt at joiM 23,23 Ib upliR at jaM 22.19 Ib upAft at joiM 20 and 33 Ib upliR at join119. 9)This Wss is designed in acca�dance wifh the 2009 Intemadonal ResidenGal Code seceons R502.11.1 and R802.10.2 and neferenced standard ANSUTPI 1. 10)"Semi-rigid pitd�breaks wilh f�Ced heels"Member erW tBdty rtadel was used in the analysis and design d Uiis truss. LOAD CASE(S)Standard ,)ob Tnwa Ttuss Type Qlp Ply JESSEE BROADVYELL/SOLBERG INVESTMENTS/1512A/JB 51303126--- �1 --- -_._ _ IGABLE -- --- __.__. _ ..__. ]� __� _ .�IJabRe/erence�°Pd_°_�� ----- .� The Tnias CoJ Tri�arny Tn�ss.S�m�er WA!Eugene OR/Bu Ixigta�WA,JB 7.350 s.lul 31 2012 hhTek Industriea,Inc.Thu Mar 0713.38 08 2013 age 1 ID:sL1a9KEVNAxJY.l6P1 hITSG�tks4y-RmXhuRlhdcrtvcuGOA4F03vUknF2Tb8qIC�f'30oftzdC,ay r -2-0-0� --------�-------- 149-0 ---�--- --�------ ��- --------------�-3�$-0 i 2-0-0 149-0 149�0 2-0-0 scak-t:u.7 4xA= 17 12 13 / 14 I.OD�2 ���/ 15 9 j 8 /_% � 18 T �! 77 8� /� / 0 �.18 5'TY ' � t / � � 2 �/ __ _ - _� � � 1'�+ I e�� ���� _ . . 23w7 o / � o �- 42 41 �0 39 38 37 38 35 34 33 32 37 30 29 ?B 27 � 25 24 �ct- �._ 29�&0 � �-0 --� Plate Offsets(X.YI:[29:42-8.0-3-01 -- LOAOINCa(Ps� SPAqNG 2-0-0 CSI OEfL � (loc) Ydell Lkl PLATES GRIP TCLL 25.0 Plates I�se 1.15 TC 026 VeA(LL) -0.dl 23 Nr 120 MT20 185I748 TCDL 8.0 Lumber Increase 1.15 BC 0.10 VeA(TL) -0.05 23 rYr 90 BCLL 0.0' Rep Stress Incr YES WB 0.04 Flaz(TL) 0.00 22 Na Na BCDL 7.0 Code IRCT009/�PI2007 (Matruc) Waipht i331b FT=1696 LUMBER — ---------- ------—-- ---�- ' ---- - ------------- TOP CHORD ac4 HF No2 TOP CHORD SUudtral wood sheatliiig diedfy applied or 640 oc pirfns. BOT CHORD �c4 HF No2 BOT CHORD Rigid ceikng directly appNed or 1440 oc bradng. OlNERS 2x4 HF Stud �7���y�g�������S8�pe�� -� du�ing_truss erectbn,n accortfar�ce wAh Stsb�mer t�taleGon_.�tire. REACTION3 (Ib/size) 2=287/29�8-0(mn.0-45).33--98l2980 (min.0-45).3�1112g6-0 (min.0-4-5).35=106R9�&0(min.0-4-5).36=707/1J8-0(min.0-4-5).37=107/29-6�0(mit.0-45). 38=106@9-60(min.0-45).3�107/2�16-0(min.W-5).4�1051238-0(min.0-45).41=110/29-6-0(min.0-45).42=117l29-&0(min. 5).32=111298-0(min.0�-5). 31=10729-60(min.0-4-�,3�706/236-0(rrin.0-4b).2�10629-64(min.0�45).28=107l296�0(min.0-45).27=107236-0(mn.0-4-5).26=105/2950 (min.0-4-5). 25=71QI2g8�0(mfn.645),2�117f28&0(min.0-4-5),22=288/29-8-0(min.0-�5) Max Horz2�58(lC 4) Max UpM@=-84(LC 5),34=14(LC 3),3�18(LC 5),36=17(LC 3),37=17(lC 3),38=78(LC 5),3S�-i8(I.0 5),4W-12(lC 5),41=36(LC 3),32=-13(LC 4),31=19(LC 4),30=-17(LC 6), 29�17(LC 4),2�18(LC 6),27=18(L C 4),26=12(LC 6).2�-38(LC 4),22=93(LC 6) Max Gtav2=287(LC 1).33--98(LC 1).3�111(LC 9).3�107(LC 9),3�107(LC 1).37=107(LC�.3�106(LC 9),3�107(LC 1).�105(LC 1).41=110(LC 9).42=117(LC�,32=111(LC 1�, 31=107(lC 10).3�108(L.0 t).29�108(LC 10).2�107(LC t).27=107(LC 1�,2f�105(LC 1),2�170(LC 10).2�=117(LC 10).Y1=288(�C 1) FORCES (Ib)-Ma�dmum CompressbrV�Aaprt�urn Tension TOP GHORD 1-2�/40,23=-4925,3-4=32/35.43=18/43.56+�-17/52.�7=17/61,7-8=17l70,&�17l79.9-1�17/87,10-11=17i97,11-12=18/104, 12-13=18/103,1314=17�91.1415=17/77,15-16=17/65,1&17=19/53,17-1�-19/�0,1&1�1927,132�19/17,20-21=21/8. 21-22�3/18.22-23=0/40 BOT CHORD 2-42�/59,41-42 0l59,40-41�l59,39-40�/59,3&39--0/59,37�38�/59,3637�/59,3rr�/59,3435--0/59,3334�/59,32-33�/59. 3132�/59.3Q31�/59.2&30--0/59.2&2�/58.27-2�0/58.2627�/58.2526�/58,2�-25=Q158,22-24�l58 WEBS 12-33=79A,11-34=-93/25.10-35=H8/d0.9�38=8828,837=-68/28,7-38=88/28,639=-88/28,54�90l27,441=80l32,342=11725, 13-32=93/24,1431=88l30,15-30=-8827,1625�8728,17-2�86/26,7&27=-88/18,1�26=90/27.20�25=80/31.21-24=11725 NOTES (11) 7)Unbalanoed roof�ive loads tiave been considered for thia desf�. 2)Truss designed for wirW bads in the plane M the Wsa only. For studs e�osed to whM(namal to tlie face).see Standard Irdushy Gable End Oefaas as applicable.a cons�t quaFfied buildmg designer as per ANSIlTPI 1. 3)All plates are 1.5x4 MT20 unless otlierwise indicated. 4)Gable iequires continuous boCom cl�ord beEririg. 5)Gahle shids spaced ffi 1-4-0 oc. s>rn�s auss nas nee�aeg�,ea ror a�o.o�r noa«n a�«d i�iosa�onconarrern�n,any wner we aaas. 7)•This truss has been designed for a lire load of 20.Opsf on tlu botEom d�ad'm al areas where a redargle 3-6-0 taC by 2�0 wide wiN ffi behween the boqom dtoid and�y other rt�embeys. 8)Provide mechanic�oomectlon(by olhers)d truss to bearing pla6e capable oI withstand'rig 84 Ib upkft at jdnt 2.1416 upliR at joirrt 34.18 m upNft at Jokit 35. 17 Ib uplNt at joiM 38,77 b�tift at joint 37,18 Ib upGR at jant 38,18 Ib upliR ai joiM 39.12 Ib upiR at joint 40.36 Ib uplift at joiM 41,131b upliR at joi�32.191b upkft at jo"art 31,77 Ib iqGfl at joint 30,17 Ib upkit at joirk 29,16 Ib up4ft at joirR 28.18�upNft at joiM 27,12 D up1iR at joint 26.36 b up4ft at joint 25 and 93 Ib upliR at jdnt 22. 9)This truss is designed in accadance wAh the 2009 Intemadonal Re.sidential Code sedions R502.11.1 and R802.102 and refere�ed standaN ANSI/iPl 1. 10)"Semi-rigid pilchbreaks wHh fixed heels'Member end fodty rtadel was used in the anaysis and design of this truss. LOAD CASE(S) Standard . . . SJ303126 —��-- -- _ _LCamanTnas —_— ---- -- 1�___�� _'L����_ �°�°f��SOLBERGIM/ESTMENTS/1512/UJ8 � I The Truss Col Tn-CarYy Tnus,�urtner WA/Eugene OR/BuAuiglm W0.JB ` 7.350 a,hi 81 20121aHTek Indusbee,Inc Thu Mar 0713:39:13 2013 1 ID:sL1a9KEVNAxJy36P1hITSCyks4y-JXrt�Ciqil(Sn_M1NHaJ4S73Kv4CrNRa4acpKhM P-- -2-0-0 7-98 tA-9-0 21b-10 29-60 318-0 2-0.0 I �_� -------f---- 611-W ------+--------611-10 ------t----�.� I 2� -i Seale=1:54.7 4�_ I ,,,,,+ ` \ 4.00 12 7.Sz1�j �/� \\ \\\, 1 5`.uN% 17�� � \� � �� �ii \� \ ;� ,,�„� �. // � . �jJ� 2 �� �----� "�! ���j� 8 ' _ ---___.__._.___. __ . _—_ ___—__.______..___.__._--__--__ 7 ^ dL��� to 9 9 �� o IXS� �_ �_ �_ 176� � 10-t-4 � 1&412 _ � 29$0 �a�-a s.�-s - — io-ir �aee arse�s(x,v�:t2:as-�o.a�-ul,[s:os-�o.at-ul,[s:o-�-�z at�l.t�o:o-�-�z a�_ — LOAOING(Psf) SPAqNG 2-0-0 CSI OEFL in (bc) Vdell L/d PLATES G(i� TCLL 25.0 Plefeslna�se 1.15 TC 0.80 VerqLL) -028 fi8 >999 360 MT20 185I148 TCDL 8.0 Lurtibe�'iriaease 1.15 BC 0.81 Vert(TL) -0.66 6-8 >527 240 BCLL 0.0• Rep Stress Ina YES WB 028 Haz(R) 0.14 6 Na Na BCDL 7.0 Code IRC2009/fP12007 (Matrbc) �Yeigfrt 99 b FT=16% LUMBER -- --- - _ __ — ------- ------ ----BRACING----. --------_--- --------- TOP CHORD Dc4 HF No2 TOP CHORD SWdiral wood shealhig drectly a�pied. 80T CHORO�c4 HF No2 BOT CHORD Ripid ceiling�recUy ep�lied or 10-0-0 oc htadng. WEBS �c4 HF Sfud hNTek reaommends that Stabiizas and required c7oss badng be inslaled �trusa erecta�,in accordance wAh Stab�zer Ir�tlon j�'de. r�acnonis �iw�e► z=�sos�as-e��.a2-2>,s=�sos�as�s�m:,.az-z> Ma�c Horz 2z58(LC 4) Max UpIiR2=171(LC 5),6=-171(LC 6) FORCES pb)-Ma�dmum Compassia�AAa�dmwn Tension TOP CHORD 1-2�0/40,23=2755/241,3-4=2381/196.4-5=2381/196,5-6�2755/Z41,67�/40 BOT CHORD 2-1�2122534,�10=7011692,6-�-70/1692.6-8=-155/2534 WEBS 48=-46/135.5-8--537J161.410=�46l735.3-1�537l181 NOTES (8) 1)Unbal�ced rooT Gve loads have been cansiderod fa Cds design. 2)VWnd:ASCE 7-05;85mph;TCDL=4.Bpsf;BCDL�Zpsf;h=25ft;Cat II;E�B;encbsed;M�NFRS(bw�ise)gabb end zana;cantiiever left and rigM exposed; end verticel 1e11 and right e�osed:Lumber DOL=1.33 pla�e grl�DOL=1.33 3)This truss has been desfgned for a 10.0 psf botEOm dw�d live bad no�cor�curteM wNh airy other live bads. 4)•This 6uss has been designed for a live bed d 20.Opsf on the botrom chad in aY araes wt�e a redangle 3-60 ta1 by 2-0-0 wide witl frt be4ween the 6oriom cfiord and arry ofher members. 5)Provide medianiml connectlon(by oThers)of Luss to bearing plate c�eble of wi�slandnp 171 Ib upliR at joiM 2 and 171 Y�uqift at jdnt 8. 8)This truss is designed'm accadance wiTh tt�e 2009 Intema6onel Reside�al Code sec�for�s R502.11.1 and R802.10.2 and referenced sfandaid AN31/TPI 1. 7)•Semi-rigid pild�breaks wHh foced heels"Member erd fodly rtadel was used in the anaysre and daign M this truss. LOAD CASE�S)Standard . . � --Tnas --- TnssType-- --- -- -- �ly ply �ESSEE BROi4UNELl%SOLBERG INVESfMENTSl151?NJB-- SJ303128 �-- �--.._�-------------�PLE.FIOWE . .___. ------ ._ -__._.'-_-_� _`�.bbReference��[!�L -. ------ --- -� The Tnisa CoJ TnLarty Truss,S�m�er WA/Eugene OR/BulmgBOn WA,JB 7.350 s Ju131 2012 t`hTek I�.Inc.Thu Mar 07 13:38:50 2073 pag�1 ID:sLIa9KE4NAxJy36P1hITSCyk34y-keVBVS i4MOnIZ13zMdg37xdZGAFBvFrypTb?zdZ�iaJ 2-0-0 4-&1 8-68 11�-11 149-0 t&iS 21b10 24S115 29-&0 31-8-0 2-0-0 � 4&1--� �--f--� I � i----�--i----�-r-f---�r---+----��---+2�-I scaM�t:st.7 6�_ 8 !�d% � 4M5� 4.00 12 �� �\�\ Ix1% ,/ . 4x4� 8 � �� 3�A� � �� �� �� �� j. � 37K� 3� � J i� �/ �� 9 Sx18MT18H� � �� � _ � �� �yy��� 5x16Aff19i� N Z �� 70 �+ �� -�----�--- - fl� 0� � IlIL--(� ��J _.Il-_�� „� d�'/ � � 19 � 18 -- � 77 24 T5 t8 7B 15 �+ Z7 --1328 29 �Z 30 31 �� '�� Dc4 II'�� B�B= '�� 4x5= 10x10= 8�MT78H= 'u� �_ '��2c4 II '� JUS28 JUS28 .0.1528 JUStB J1152B 4x5= d1526 JUSZB .R1S26 � 4-&1 8-0-8 11-4-11 149-0 1&1-5 215-t0 249-15 29-8-0 4&1 � 3-4b � 3-4-5 �-3-4a� F 3-4a� � 3-45 +- 3-45 � 4-&t--� Plate Olfsets(X.1�:[2:0-53,430j,[3:0.1-8.41�J.I4:41�.a1�,I5:61-8.0-1-12J,[8:0-40,41-12j,[7:0-1�.0.1-12j,[8:41�,41-8].[9:41$,41$].[10:0-r3.0-30J,[1343-0.44-0j.[14:0-2-0,0-t-8]. tn:az-oa�_�.[�s.-as-o.o-ao� LOADIWG(psQ SPAdNG 2-0 0 CSI DEFL in (lo� UdeR Ud PLATES GRIP TCLL 25.0 PlaOesinaease 1.15 TC 0.98 VeA(LL) -0.491517 >713 360 MT20 185f148 TCDL 8.0 Lurtt�erir�rease 1.15 BC 0.87 Vert(11) -0.8916-17 >391 240 MT18H 226�195 BCLL 0.0• ReQ S6ess Ina NO WB 0.78 Haz(TL) 011 10 n/a n/a BCDL 7.0 Code IRC2009RP12Q07 (AAatra) VVeight 319 Ib FT=16% ---- - ---- -------_- --------------- __--------- ---- -- ------ - ------ LUMBER BRACiNCi TOP CHORD�c�DF 2400F 2.OE TOP CHORD Sbudaxal wood sh�Utirig directly applied or 1-7a13 oc purNns. BOT CHORD DB DF 2400F 2AE BOT CHORD Rigid ceiling dhectly appNed or 10-0-0 oc bracing. WEBS 2x4 HF Slud'Except• W7:ac4 HF No.2 REAC710NS pWsize) 2=7523N-S-B(min.0-&12),1�7702/D-5-8(min.43-13) Max Horc 2=60(LC 3) Ma�c upms����c 5>.,o=-r�a�c s> FORCES (Ib)-Ma�dmum CompreasioNMa�dnxim Tension TOP CHORD 1-2�/45,2-3=19852/1774,3-4=17674/1624,45=14889V1378.5�6=12283/1142.67=12263/t 142,7-8=1490011377.8-�1772&1p0, g1�19759/1785,10-11�/45 BOTCHORD 2-2�-1682/18570,2421=1682/18570,19-21=1682/18570,1122=1682/18570,1&22=1682/18570,i&23=1511/18760, 17-Z�-1511M6760,17-24=1242/14092,242�124?l14092.1625=1242/14092,1626=119H/14103.1526=1198/14103, 1415=1198/14103.1427=1458/1 881 7,1327=1458/18811,13�2�16;i5l18673,2&2�1635/7 867 3,12-2�-1635/18673, 12�1835/18673,30-31=1835/18673,1Q31=1635/18673 WEBS 319z103l1402,41�-2232668,rr17=307./3433,616=-666l/418.7-14=30�l3448.&13=2282712,312=106/1438,318=2014/188, 417=�385/341.516=3712/383,7-16=3728/386,&14�435/345.3t3=2072/195 NOTES (13) 1)2-ply truss to be conneded togetl�er wNh 10d(0.131'�Gi")naila as foqowa: Top chords connacted as folbws:2u4-1 row at 04�0 oc. Bottom ctwrds conneded as foqovys:2x6-2 rows staggered at 0.7-0 oc. Webs conneded as folbws:ac4-1 row at 0-9-0 oc. 2)AN bads are consdered equaly applied ro aq pies,except if noced as lront(�or back(B)face in the LOAD CASE(S)secdon.Py to ply conr�edions have been provided to distribule ady bads no0ed as(F)ar(8),imless otherwise indicated. 3)Unbalanoed roof live loads have been consldered for tlds design. 4)1Mnd:ASCE 7-05;85mph;TCDLs4.8psf,BCDL�2psf;h3251�Cat II:E�B;endosed:MWFRS(bw-�ise)gabie erW zone;canOlever left and rigM exposed; end vertical left and rigM e�osed;Lurtd�er DOl=t.33 plate grip DOL=1.33 5)All ptates are MT20 plates ur�ess otherwise ind�cated. 6)This Uuss has been desigied for a 10.0 psf hoqom chad live bad no�corxxme�t witl�arry other live bads. 7)•This truss has been design�.W for a INe load of 20.Opsf on ihe botrom chord in a�areas wheie a redangle 38-0 ha1 by 2-a0 wide wiA fit beAvicen the bdtom ctroM and atry other members. 8)Provida meciiarrcal comedion(by ottiers)of huss ro bear'vip plate capeble oi wiihsfanding 7531b upBft et joiM 2 and 7701D upqR at jdM 10. 9)This truss is designed in acoadance wNh the 2009 IntemaUaial Residentlal Code sedions R502.11.1 arM R�2.102 and�eferenoed sfandard ANSUTPI 1. i o�•sem�;gw Paa,breeks v�m r�ed r�s"Member erxf fodly rtadel was used in the analysis and design ot this truss. 11)Use USP JUS28(V4Nh 10d nails iMO Girder&t Od naNS irrto Tniss)or equivaleM spaoed at 2-0-0 oc rtmx.sfarGng at 1-t 1-4 from Cie kft end ro 27-11�to connect truss(es)B3(1 ply 2x4 H�lo front face of bottom chord. 12)Fitl all nad holas whera hanger is n conted wNh lumber. LOAD CASE(S) Sfandard 1)Regular:Lumber Irxrease=1.15,Plate Irxrease=l.t5 Uniform Loads(plf) Vert 2-1�14,tfi=-66,611=-66 Cor�nued on page 2 , . i SJ3ai126 C3 --- -- _ITRIPLE FIOWE — —— ____T� —�� � J���?SOL�RG INVESTMENTSM512A/J8 � ihe Trtiss CoJ Tri�an1y Truss,Sim�WA!E L � ugane OR/BuMgtan WA J8 ID:SLIa9KE1MAX.ly36P1hITSC�312012 AMTek IrWuntrfea,lnc.Thu Ma 0713.3B 502013page 2 yks4y-keVBVS f4AA0nIZ13z�Adg37xdZGAFBvFrypTb?zd�aeJ LOAD CASE{S►Ste�aN Concentrated Loads Qb) Vert 18�-901(�14=901(F)2�-901(F)21=901(f)22=901(�23=-901(F)24=901(F)2'.�901(F)26n-901(F)27=901(F)2�-901(F)2�901(F�3Q=901(F)31=901(F) _ _ _ _ . . . SJ303126 -- ---�p�—— — �T�_— --- —_ _.____��— �Ph _'T�ESSEEBROAOVYELL/SOLBERGINVESTMENiSl1512AIJ8� I.bb Referatce�oP'bor� The Tniss Col Tril;auty Tniss,Sum�WA!Eugene OR/Bul'u�glon WA,JB 7.350 s Jul 312012 MTek Induatr�ee.Ine.Thu Ma OJ 13:35:28 2013 1 ID:sLIa9KEVNAxJy36P1hfTSCyks4Y-iPA3Fn1M6gJkqCRrlWzqo6UyAKptS6jExCPgR P�d1/ F— -t�7 _,—.-----�--- 8-0-0 � 9-47 1-47 ' 4-0-0 —��----------_.—�-0 — —r----1�-7 Stab�1:20.8 Sx7= 3 1.5rA II 1.5x1 II �/ \ �t4� 8.00 12 � � /� W1 \ /Ti T1 j ST7 ST1 4 Z � � � / ----..--- ------.__—B1�— ----- ----- — 5 � �i � / 4x7= 1.5x1 I I 8 1.5s1 I I / i.SxA II \ 4xJ= � ------� -----i--- � —1 ------ Plale ORsets iX 1�:13.U-3-8.0-t-12�---------_--------------- ----------------- LOADING(Psry SPACING 2-0-0 CSI DEFL in (loc) Vdell Ud PLATES GWP TCLL 25.0 Plates inaease 1.15 TC 0.15 VeA(LL) -0.01 46 >999 360 MTZO 185H�8 TCDL 8A lurtiber Ina�se 1.15 BC 0.14 VeA(ft) -0.02 46 >999 240 BCLL 0.0' Rep Shess Ina YES WB 0.06 Fbrz(TL) 0.00 4 Na Na BCDL 7.0 Code IRC2008/fP12007 (Matrbc) VYeiphC 36 b fT=16% ------ -- ----- __---- . _ ___---- ---- — -------- ----_ ____----- — — LUMBER �� TOP CHORD Dc�HF No2 TOP CHORD Struch+�wood sheathirg diedly eppFed ar Cr40 oc piriis. BOT CHORD Dc4 HF No2 BOT CHORD Rigid ceifmg direclly�plfed or 10-40 oc bradnp. WEBS ac4 HF Stud Np7¢���(gt�b��rs��q�ire��oys braorg pe nsteled OTHERS �c4 HF Stud �_puga�,►����Ir�don guide. REACTIONS (IWsize) 2--4081438(min.41 E),4�08AD-38 (min.at-8) Max Horz 2=31(LC 5) Max Uplift2=75(LC 5),4=75(LC 6) FORCES (Ib)-Ma�drtum Compres4bNMe�drrxm?ension TOP CHORD 1-2�9.2�=365/11,3-4=384/12,45--0/39 BOT CHORD 2��/289,46--0288 WEBS 3-6�/181 NOTES (9) 1)UnDalanced mof live loads have been considered far UYs desi�. 2)Truss designed for wlnd bads�Ihe plane of the truss only. Fa studs e�osed ro wind(nom�el b tlie faoe).see Standerd Indushy Geble ErM Dehails as a�ic�oie,«co�sw►yuaened�,adr,g des�er as Per�svrPi�. 3)Gable studs spaced at t-4-0 oc. 4)This truss has been designed ior a 10.0 psf botOOm chad live bad ramm�axneM with arry other live bads. 5)•This truss has been desipned for a live bad of 20.Opsf on the botrom chad in aA areas where a redanple 3&O tall by 2-U-0 wide wiA flt beMieen the botbrn chord and arry otlrer mertt�ers. 6)Provide mechar�cal camec6on(by otliers)of Wss to beaiing plate ppeble of wNhstandnp 75 b uptift at joint 2 and 75 Ib uplift at joirrt 4. 7)This truss is desipned in acca�dance with the 2009 IrMemational ResidenUal Code sectlons R502.11.1 arM R802.10.2 and reletenced standaid ANSVfPI 1. 8)"Serr�Frigid pftchbreaks witli fbced heels"hAertiber end ibdly rtadel was used in fhe anaysis ard design of this truss. LOAD CASE�S)Standerd . CSJ303126 - — - �p2 — �Morwptd�Tn�a -- __._.. . - ---��---�� t�JESSEE BRQAdY4ELL/SOLBERG INVESTMENTS/1512A/.� --� ._,Job Refaenoe(_°_�ti°nal� The Tniss Col Tri-(',anly Truss.Sirmer WA!Eugene OR/&+lirglnt WA,JB 7.350 s Jul 31 2012 M7ek Industriea.Inc.Thu Mar 07 13:35:38 2013 Pa�e 1 ID:sUa9KEVNAxJy38P1hITSCyks4Y-livcCpfDHMq1G2M9k1AeFle ?IA+�2GXY?h4J.1s7zdC',dJ F-----1�-7 I ------3-t1-8 ------------.._----__.---i � 1-47 311-8 ScaM m 1:18.8 3 L5s{II� I / / �, /� B.OD�12 // i � / ¢ /� W7 � �� T7 %� ,j,J� Z ///// � �y —I / —_B'__. —_—..__—__—_ i° i � �� 4 � i.5zt II .�_ 311$ F------------ -311-8 ---- --- � LOADING(psry SPACING 2-0-0 CSI ' -- DEFL in (loc) Yde11 Ud PLATES GWP TCLL 25.0 Plates Inaease 1.15 TC 0.17 Vert(LL) -0.Ot 2-4 >999 360 MT20 185f148 TCDL 8.0 Lurtiber Irxxease 1.15 BC 0.12 VeA(TL) -0.02 2-4 >999 240 BCLL 0.0' Rep Stress Incr YES WB 0.00 Horz(fL) 0.00 4 Na �a BCDL 7.0 Code iRC2W9/fP12007 (Matrbc) VVeight 74 b FT=1696 LUMBER --- ---------- -- —---------- —----��-'--------- ------ -- -- TOP CHORD ac4 HF No2 TOP CHORD StrucUxal wood sheafhirg d'rec9y appied ar 311�oc pur6is, exoept end verticals. BOT CHORD 2x4 HF No1 BOT CHORD Ripid ceiling directy appGed or 160-0 ce bradnp. WEBS ac4 HF Stud �"Tek nemmmends tlmt Sfeb�s and requied aosa badrp be ir�sfaled �_during truss eredion.in aocorda�ce wNh Sfab�ne►I�etlon- iide_-- � REACT10N3 pWsize) 2=267/l138(min.41�).4=12&41-8 (min.41-8) _ Max Horz 2�3(lC 4) Max UpIiR2�8(LC 5),4=13(LC 5) FORCES pb)-Ma�dmum Cort�peSSioNMa�dmmun Tensbn TOP CHORD 1-2�139,23-66J'd8,3-4=100/29 BOT CHORD 2-�=11/14 NOTES (9) t)Wfnd:ASCE 7-05;85mph;TCDL=4.8psf;BCDL�2psf;h=25fi Cat.I�;E�B;endosed;MWFRS(low-rise)gable end zo�e;canhlever left and rigM e�osed; end vertical left and riyht e�osed;lun�er DOL=1.33 plffie gtip DOL=1.33 2)This Uuss has heen designed for a 10.0 psf boriom chord 1"rve bad nomm�aareM with arry otlier live bads. 3)•This truss has been designed for a live bed of 20.Opsf on the bottan diad'm aN areas where a rectangle 36-0 taY by 2-40 wide wiM ffi between the boriom d�o�d and an1/olhe�rtierr�bers. 4)Bearing at jarri(s)4 considers paraAel M grain value usinp ANSVTPI 1 angle to{pain formila. Build'np designer should verify capaciy of bearing surface. 5)Provide rnechankal connection(by Whers)ot truas to bearing plate at joint(s)4. S)Provide mechaninl oonnection(by dhers)d truss to bearinp plate capabb d wilhstanding 66 Ib upliR et joint 2 and 13 Ib upliR at jant 4. 7)This truss is desipned in accordance wilh the 2009 Inlemational Reside�riiel Code sedior�s R502.71.1 arW R802.102 and refer�d standard ANSUTPI 7. 8)"Semi-rigid pkcfibre�cs wiMi flxed heels"Member end fidty rtadel was used in the anaysis and desfgn of this truss. LOAD CASE(S)Standard . �,� -- -- �Enus _ _ —_I�Eype_—.. . . _-- --- .._ ----T�ly---�Py 'TJESSEEBRd4DVYELL%SOLBERGINVESTLAENTSM512AlJB _� 1 1Job Relaerre The Trusa CoJ Tri�Cariy Truss.Sinr�r WA/Eupene OR/�m WA,JB 7.350 a,k/312012{�T��tr�ahies,Inc.Thu Mar 0713:36:50 2013 pa�e 1 ID:�u����VNAxJy38Pt hITSCY�Y-�P1T2LKuGTRYOSmAU3Y0�C4zCmS�d-IR�d7 -td-7 8-60 12-0-0 t3-4-7 ' 1-47 I B-0-0 �------------�� -- I 1-47 —I Scak:12"�1' 4x4= 8 1.SxA II \ t.5x1 II 7 5 �� 8.00�12 1.5x4 I I / � 7.5x!I I ��, ���0 / t.5w1 II / \ 1.5%1 II i � 9 3 i T1 T1 �\ / 1 ST1 2 �/ _ \ 10 ---- { --- -------_ et —_.__. —--- — - —��. 1 � / - - - \ �t � 18 17 /8 15 U 13 12 _ � �— t.5x4 II 1.5xI II 7.SZ4 II 1.5x4 I I 1.SrA II 7.5z�II 7.5rA II �— 12-0-0 � -------- ------- —12-0-0 ---------- -------� LOAqNG(Ps� SPApNG 2-60 CSI DEfL in (loc) Ud�M L/d PLA7ES ('aRIP TCLL 25.0 Plales Inaease 1.15 TC 0.12 VerqLL) -0.Ot 11 n/r 120 MTZO 785�148 TCOL S.0 Lurtiber I�se 1.15 BC 0.02 VerqTL) -0.02 11 rJr 90 BCLL 0.0• Rep Stress Incr YES WB OA2 Flaz(TL) 0.00 10 Na Na BCOL 7.0 Code IRC2009/TPI2007 (Matrbc) 1 Weigf�t:47 b FT=16% — -------------- -- ------- —---------____-------.-- -- LUMBER BRACtNG TOP CHORD 2u4 HF No2 TOP CHORD Strutriial wood she�aCrng Jredy app6ed ar 640 ce puins. BOT CHORD ac4 HF No.2 80T CHORD Rfgid cei6ig direcUy epplied a 10-0-0 oc dadng. OTHERS 2x4 HF SWd �7��y�g�����ppyy���� -� �husa erection,n aoca�dance wNh Stabifzer Ir�latlon u�'de_--� REIICTIONS (IWSize) 2=199/12-0-0(min.41-14).1�199�12-0-0(mn.41-14),15=84/12-0-0(min.41-14),16=177/12-0-0(min.ai-14).17=108H2-0�0(mit.41-t�),1�10&12-0-0(min.O�t-14), �4=»mz-0-o�rm.a�-u>.�a=�osr�2-0-o�mn.a�-�4�,�z=�osnz-o-o�m:�.a�-�a� n�r+oRz�-a���c s> Max UpIA12=57(LC 5),1 W-65(LC 6),1 f�23(LC 5),17=�0(LC 5),18��(LC 8),14z22(LC B),13=30(lC 6),12=�(LC 5) MaxGrav2=199(LC i).1�199(LC 1),15=8�(LC 1),1�117(LC t),17=107(LC 9).1�108(LC t),1�117(LC 1).1�107(LC 10).1�106(LC 1) FORCES Qb)-Ma�dmum CompressiaVAAa�x�Tension TOP CHORD 1-2=O/d9.2-3=-49/22,34z2�l35.45�25/49,5-6=29�63,67=29/61,7�=25/40.&�-24/18,9-tOz49/14,16�11�l39 BOT CHORD 2-18�I48.17-18=0l46,1&17�/48,1St6=0/48,1415�/46.131��0/48.12-13�/48.1412�/48 WEBS 6-t�66�0,516=97/34,417=92/39.&1�7721,7-14=-97/34,&13=92/39.312=7722 NOTES (10) 1)U�balanced roof frve loads heve been co�sidered for tltis desipn. 2)Truss desipnad for wind loads&�the plane of ihe truss only. For shds exposed to wind(rwrrtret to the face),see Standand Industry Geble Era1 Delails es appicaae,or oonsult qualified building designer as per ANSVTPI t. 3)Gable requires candnuous bottom chortJ b�ring. 4)Gable studs spaced at 1�-0 oc. 5)This truss has been designed for a 10.0 p�bottom chaM live bad rwnmrxureM wilh arry ofher live bads. 8)•This truss has been desipned for a live bad d 20.Opsf an the boMom diord fn aM ar�s where a�cterqle 384 tall by 2-0-0 wide wi1 fit behveen the boltorn GwN and any o�er rt�ertbers. 7)Provide mechanical oonnecdon(by otFiers)o(truss to bearing plate c�able of wiUistarWinp 57 Ib uplHt ffi joint 2,65 Ib up4R at joint 10,23 b upliR at joint 18, 30 Ib uplift ffi joiM 17,4�uplirt at joint 18,22 Ib upliM al jant 14.30 Ib upift at jo�t 13 ard 4�upliR ai joint 12. 8)This truss is desgned'm acoadance wilh the 2009 Intemationel Resdential Code sec6ons R502.11.1 arW R802.102 mid referenoed standartl ANSUIPI t. 9)"Serr�rigid pitchbreaks wilh faed heNs"Mafnber erd fodly rtadel was used in the analysis and design of this truss. IOAD CASE(S)Sfandard 57303128 -- ----��--- -- �TC�mrran Tnss I�� �� '�JESSEE BROADNIELL/SOLBERG INVESTMEMSI7517/V JB ..� Job Refererlce{apUwelL The Tnisa CoJ Tri-Cauity Trusa.Sim�WA/Euperie OR/BuGrgron WA,JB — ---— -- --- — -7.350 a J�J 31 2012 MTek IrWustriea.Inc.Thu AAar 071335:53 2013 aqe 1 IQ:sLia9KEVNAxJy36P1 hITSCyks4y-PbJHM�velzjvZM?16hyA0o6SFD?sFIJyC8vRb�tlGd4 -td-7 640 12-0-0 13-4-7 I— 1,4-7 I ---- � ---- ——-i ---- --- �-- � t-47 —� Scaie:t/Y'�t' Ix1= 3 / \ / 6.00 r12 / i � � W1 � Tt 4 r� 2 dt —_ ------- — . Bt --.- .— � 5 1 8 7.Sx{II �{_= �_ � �---- -----F-------- ---�64� -- '1 IOAqNG(Psf) SPAqNG 2-0-0 CSI DEFL in (bc) IIdaA Ud PLATES GRP TCLL 25.0 PlaOes Inaease 1.15 TC 0.60 Vert(LL) -0.03 2$ >999 360 Mf20 185/t48 TCDL 8.0 Lw�er I� 1.15 BC 029 VeA(TL) -0.07 2� �999 240 BCLL 0.0' Rep S6ess Ina YES WB 0.08 Ho2(TL) 0.01 4 n/a Na BCDL 7.0 Code IRC2009/(PI2007 (Matrbc) VVeight:37 D FT=16% --- ----- --- ---------- --- ___-- - --- ------ LUMBER � TOP CHORD�c4 HF No.2 TOP CHORD Struchral v�ood sheatl�ig d�ecU�r appGed or 5-41 oc pufna BOT CHORD 2x4 HF No.2 BOT CHORD Rigid ceiling directly appYed or 10�0-0 oc bradng. WEBS 2x4 HF Stud AMTek r�ommerMs tlret Stabiizeis and required cross bracinp be insfaled —1 (_duri�_WSS eredion,n aaoordance wilh SfaWizx Instalatlon g�ide. j r�ncrioNS pw�:e> 2=ssuase ��,.a�-a�.�ss�ro-se ��,.a�-e� Max Haz2s41(LC� Max Upint2�9(LC 5),4=-89(LC 6) FORCES (Ib)-Ma�dmum CanpessioNMepnxm Tension TOP CHORD 1-2�/40,2-3=579/28,3-4=57928.45 0/40 BOT CHORD 2-6�/427,46�/427 WEBS 3&=OR43 N07E3 (8) 1)Unbalanced roof frve beds have been considered tar tliis desfpn. 2)1Mnd:ASCE 7-05:85mph;TCDL=4.Bpsf;BCDL=42psf;h=251F,Cat II:E�6:encbsed;MWFRS(IoNrri�e)gable end mne;cantilever teR and rpirt e�OSed: end vertical left and rigM e�q�osed:Lurtt�er DOL=1.33 plate gip DOL=1.33 3)This truss has been designed for a 10.0 psf bodom dwM live bad noncor�arrent wHh any olhe►tNe bads. 4)•This truss has been designed for a liue bad of 20.Opsf on Ihe boriom chord in aY areas where a redangle 3&0 taY by 2-0-0 wide wiM ffi belween tlie botlom G,or�d ana any omer members. 5)Prouide rr�echardc�l connection(by otliers)d truss to bearing plate capade d wilhsiandng 89 Ib upNft at jdnt 2 and 89 tb upNR at joiM 4. 6)This trusa is designed in acoadenoe wilh Uie 20091nternatlonal Residendal Code secdons R502.11.1 arW R802.10.2 arW referenced standad ANSUTPI 1. 7)'SertM-rigid pAchWeaks with faed heels"Mert�ber end fodly rtadel was used in Ihe analysie and desipn d this truss. LOAD CASE(5)Standard ' ,bb --TTnss TnnsType - - Oty-- Ply JESSEEBROADVVELLfSOLBERGINVESTMENTS/1512NJB SJ303126 I AA2 �Muaplrh Tn� _ - --- - -—� --_, __��Job Referace{o�horel�_ --- ] The Trtias CoJ 7A�aunty Ttusa.Sismer WA/Eug9ne OR/&rNtqtat WA.JB 7.350 e Jul 312012 M�Tek Indusbes,Inc.Thu Mer U713:38:08 2013 pap�1 ID:slIa9KEV1AAxJy36P1 hITSCyks4y-X5b84N?nhzM2ddVXNvhDQYBoWSVDqCU87R5nqVzdC'�t � -1�-7 --r-------- 158 i 1.5rA I I ScaM=1:9.a 3 / % &00 r2 2 / ,� T1 B1 _ t / 4 /� 3zt= 1.S�ot I I i LOADING(PsQ SPApNG 2-0-0 CSI DEFL in (bc) Vde11 Ud PLATES GRIP TCLL 25.0 Plaf�Ina�se 1.15 TC 0.12 VerqLL) 0.00 1 n!r 120 Mi20 185f148 TCDL 8.0 Lurtiber Ir�se 1.75 BC 0.01 VeA(fL) -0.01 1 rVr 90 BCLL 0.0' Rep Suess Ina YES WB 0.00 Fb2(Tt) 0.00 4 Na Na BCDL 7.0 Cade IRC2009�fP12007 (Ma6uc) VVeigM:6 D FT=16% LUMBER ---- ----_._._- _...-- --------- — � --- - TOP CHORD ac4 HF No2 TOP CHORD StrucLxal wood sheaCwg Jrecl�r appied ar 1S8 oc pixliru, except end ver6cals• BOT CHORD at4 HF No2 BOT CHORD Rigid ceiCng directly applied or tU6-0 oc bradng. WEBS ac4 HF Stud r MiTek reoortmerMs It�Sfabiizers and required aoss bradnp be insfaled L�_�er_ediai,in aocardance wilh Stabizer I�atlon_�ide. rt�acroNS pws�ze� a=s��-5-a �ma,.a�-a>.z=�sa�-5-e �mn.a�-s� _ Max Fbrt2�4(lC 5) Max UpIiR2=70(LC 5) Ma�c Grav4=21(LC 2),2=190(LC 1) FORCES (Ib)-Maprtium ComqessioNAAebrtMUn Tension TOP CHORD 1-2�/39,2-3=-4?J10,3-4=138 BOT CHORD 2�-4/5 NOTES (9) 1)Truss desipned tor wind beds in the plane oi the Wss ony. For shids exposed fn wind(nortr�al to Ihe tace),see StarWaid Industry Gable End Deteis as aPWit�ble,or consWt quaified butlding designar as per ANSI(fPl 1. 2)Gable re4�res cantinuuous bodom chord bearing. 3)Gable studs spaced at 2-0-0 oc. a�mis wss nas�,aestg,ea ror e�o.o psr non«n cl,«a iive ioaa�,�wiu,�,y on,�r iiva aads. 5)'This 6vss has been designed for a live bed of 20.Opsf an the borian chad in eY aieas wF�e a radengb 3-8-0 taN by 2-0-0 wide wiM fll balween tlie bol6om chad and arty otl�er members. 6)Provide medianical oornecdon(by oU�ers)ot truss to bearirg plate capable af wittisfanding 70 Ib up6R at joint 2. 7)This 6uss is desipned in accadance wifh tha 2009 IntemaUOnal Residenfiaal Code sectlons R502.1 t.i and R802.102 and refierenced sfandaN ANSI/TPI t. 8)"SemFrigid pilchbreaks with fo�ed heels"Membet end fodly model was used in fhe anaysis and design of this trus.s. LOAD CASE�3)Sfardard � ` ----T— — �nns Type —— pq py - JESSEE 8RQA6UVELL�$OLBERG IMIESTMENTSM572V JB �..,� �---�- SJ3ai128 IM3 Monapitrh Tn� 5 1 Ttie Tnus CoJ Tr4Cdrq Trusa,S�m�r WA/Euper�e OR/BuAv�m WA JB ----- --— ---- --�------�-�-- . ...7.350s.N-�31p12�INiT�e�klnAUtriea.lnc.ThuMar0713:38:182073 Pege 1� ID:sLIa9KEYNAxJy36Pt hITSCyka4y-EOCzAo73l2oequFSyOaZqfNrUwaARbQ_WJBwztlGCj I-----1.1-7 F- ---�� -- ---I 1-47 15�8 1.5x1 i i Srsls=7:9.8 9 / � % 8.00 12 // �d� / 2 � / � -- � � �� - -- � B1 � 4 � / 1.5x4 II �t= I --- ----- ------------��-___--- --- - - LQADING(Ps�=-===---SPAqNG 2-0-0 (SI ----DEFL -_=§�-(bc) Ydell �-- PIATE,S GRIP TCLL 25.0 Plateslna�se 1.15 TC 0.13 VeA(LL) -0.00 2 �999 360 MT2(1 18a/`1�8 TCDL B.0 Lurtibe►Ina�se 1.15 BC 0.01 Veh(TL) -0.00 2 >999 240 BCLL 0.0' Rep Stress Ina YES WB 0.00 Haz(R) 0.00 4 Na n!a BCDL 7.0 Code IRC2009/fPIZ007 (Mahuc) VYeipht 6 b FT=16% -- —- - _—__- ------- -- -- --- LUMBER ��' TOP CHORD Dc4 HF No2 TOP CHORD Str�Oxal wood sAeatlrn9�ec�ePP�ed or 1S8 oc pirins.exoept end verti�ls. BOT CHORD ac4 HF No2 BOT CHORD Ripid ceifnp dredly appYed or 10-QO oc b�adrq- WEBS ac4 HF SNd rtrUTek reoo�mierMs that Stab�zers�d requYed aoss badnp be instaled � i_durirq_�erecdon,n,acaadance wAh StabT¢er IrataNatlon_�ide. �►croris cxvs�e> a=zro-�-e��.a�-a>,z=�ssio.se �m�.a�-e� n��a��(�c s> Max UpGft�=-2(LC 1),2=74(LC 5) Max Grav�21(LC S).2=196(LC 1) FORCES Qb)-Mabrtum Tension TOP CHORD 1-2=Or39,2-3=-45/11,3-4�15J70 BOT CHORD 2-4=-415 NOTES (9) 1)Wind:ASCE 7-05;85rtph:TCDL=,4.SpSf:BCDL=41psf:h=25ik Cat II;E�B;encbsad:MWFRS(IoMrrfse)gable erW zone:candever left and rigtd e�OSed; end ver�cal IeR and rigM e�oaed;Lumber DOL=7.33 plate grip DOL=7.33 2)This Wss has baen desfgned for a 10.0 psf boCam chard Fve load norxorxa�rrent witli ary dher live bads. 3)•This truss has been deagned for a live load of 20.Opaf on Ihe boU«n ehord in a0 areas where a�gle 360 fa1 by 2-0-0 wide wil At belween the bWeom cFard arxl em other members. 4}Bearing at jaint(s)4 considers Perallel b grain value usinp ANSI/TPI 1 argle lo grain fortrula. Buiking desigr�er should veriry capecily of beaitrig s�xface. 5)Provfde rtiechanic�corxietlion(by otheis)of 4uss to bearirg pla6a at joM(s)4. 6)Provide rt�echanical comection(by otliers)d huss co bearing plate capade of withstar�dm9 2 b upliR at joinl 4 and 74 ID upfiR at joint 2. 7)This Uusa is designed'ai accordance wilh the 2UO�J Intemallonal Residerroal Code se�rions R502.11.1 and RB02.102�d referenoed smndatd ANSVTPI t. 8)"Serr�rigid pitdibreaks with faed heels"Member end fodly rtadel was used in the analysis and design of this truss. LOAD CASE�S) Standard