The URL can be used to link to this page

Delete --_ -_-- -- -- �� —— —-- - - -- _ - --- -- __- --- -__ ___ _____ � ' r --- - �� rrtt �m I �fi�� i � � ;q�.,S�CQ�fE.'...-.i Mq� rry,.r�m�K� �I �� .'�sh�+�� irru-rnri.�kr �I i -�.,..� ._ �_ � � _ _ - ---- —_-- --_ 3s-aaoo-- � , –__ --- _ --_ _--- � i ; o , r ,-� � - � ti � i �Q- �- � t� �l � n � � -(� � N I -]i � k� i�� i �� i r li J � i, y� � � � � � �� ,�. �°. i o �lo. � ��o � . .� o... o� o�. � �� o,�� o a� �- �.. I� -� �.I� I-i Il�o i � �I �i I ' � > > ' I � I ,� - $o; ., � , �, �� , , � so; I r � i ;� i; �I I � � i I� ' �, o' I' I� � �' ,I II� iFS02 il = I I i il �II! I� ,I �� II � I li� g�' SO � II I ; , � ; � . � _ � � �'-- � - ' ' =i�_ �' � �...� � - - :- - _ I I � T _ _ ,- _ I� I� ;_<� ,-__- AOtA02 �`- � ii li � i I° � ��If!i` I � -, - I I � j ! I I,,:= -_ -A03 = ' - � I -= I� I� � I� � z ___ _°-� � I � i � I " � I II� -°- -°_- ., i �.:�.- � �::., � -_:- -_- -_ I I -- � � A04 � I� � � �. � �_ --- _ _- . __ � I� I - -- - - __ - _ --- � I A05 ,� -- ' I ' �I I i _. --.- - -- --- - - - -- — _ _ .- -- ° f A08 � � � � � . i � .-s � - -� � - i I I ,_ . _ _ __ __ _ _. __ -_ -� -_ � � � � I - �- .-.:. - .... . �--- _.- -.- �._.- _- ... - -- -- , $ . �_.. __. ..- -- � �_ ---� , I I i I O O. L�_.-_ :_- '_ _ _ -_ _. -_- ._ .' _— - n _- _" _ -_ _.. . __ _ p I � I �� I � i O " -_ _ ,--_ '_'_- - .__ --- "- . O , ,� � - _- ' ._ ___. ._ ____ -'--- - O I � O I ' 'a � �I � __ -- - __- - -- _ -- -- - -- -- _ _ � , I � � ; i � ��_: - - ; - - - - � - - - - - - - _ , , ; i ; ' —_ � _ - _.- -_ __ �: ._ ; , , _ _ � _ _ = = -- - - -_ �- ; � I I I A06 I � I 4 ._ - ° � - - __- - I -- - _ - I / � � � i I<<:_ : _ .-A05 ,— - ---_ \�_°`- __ . -_ i �� A04 � � � � �== -: -.,,�� -- � � _-_ -� .-:_ -. --- � -� �I ' �� I A03 ; I� � � _ I -- - _- --� ol - - � - � I� - _ i -- - ` i A02 � _ - �` ,- _ - � °- --_ _ `4b II li I A01 �' Ij I Ii � i; � N. i `` `-r '„ ' ! �= a __ : _: �-F- __ = � -' " � I __ __. �� , � �02 � i � T _ -� -�� _ _, I �'- � II I I BOt i I dl �01 /I � i� I I r II 04 I�'� I I ��I^ � i � �S02 � _��I�'�f � � o I I � II �I ,'� N Ilr� I g 'o I`$ 'o li° _. I I�io , � � �� ' � I ..��+� � ��y _ . � � II° �O �° � i� 03II � � � � j �'�SOi � � -�� iu��Mllf/ ^ I i i � �II � � Q' _ ��' __i. � � �_ �ii i�_��y � i'i° ° �;�-�°, I� �� o� > >� � �� i �I 20 00 p I_. _ o ; ��r 1_ K � �u h �_ 'a 7_ _�0� . �,I , i�-oaoo_ is-oaoa � __ _ fi __ _ _ ___ � ��, �..� . . . '� < _ _ _ _ ss-oaoo __ _ _ . _ ---_ r �._._� .�g ....__ � . _ __��. . �„ .__ ... _ �___.xaT-m��.� n1.�,Y= ,_,_E�== r��,..�.. ��..f,�._r_:.a _r-_s��..�, � __t �. .�.� _�.�,a,��_�T.__ I THIS IS�A lRUSS PLACEMEY'P DfAGR.Vv(ONLY.� TRUSS LOADING�I J 20815 67th Ave NE These trusses are designed as individual building � � I, � � components to be incoryorated into the building design TCLL(PSF):25 ,,'' �� ''� Arlington, WA 98223 atthespec�fication ofthebuilJing designer.Seethe .. . 1� indrv�dual design sheets for each truss design identified TCDL(PSF):10 ' � Phone: 1-360-925-4155 on the placement drawing.The bwidmg designer is I DCLL(PSF):0 ; .. _ .... ... _.... _.- ..-.... ..-....". ... ....---�- - ...-- ._... tespons�ble Por temporary and permanent bracmg of Ih i i ��BUILDER: DATE: .. .. �G�LE: . ... .... BCDL PSF I Free$t�ne �� 7�TTc �oof and Floor system and for�he overall structure.The ( ��S j 1�1�.7 Uesign of the truss support siructure including headers, TL(PSFj:43 � `' beams,walis,and columns is the responsibility of the � i � C��`,7 MeaLLOWS 1�42�6 BY:... � ..�--- --.�...... 81211198 ��. �oam h Tru slPlaeafnshtut,v58 D'U feodD ae1e LL DEFL:I✓2a0 I �UDRE.SS: . . . ... �WN . .. . IOBN. .. .... . ... {adison,W[53I74-- . . .._ WindS enl:85g I � k I It� � ___— --------� — --- -----_ iJob � ITruss -___ _ ____ �TrussType---- —__ -_ `Qty Ply-.. �cherryMeadowsiaa2-B 161661a2 �81211198 '��A01 CALIFORNIA TRUSS Z 2 �ob Reference 0 t�Onal � --�------ -------- . ._i.-- -_..___- �---------`----------� ----- .__..-- -.—..L. __'__ .. _ _ �P..- Z.---.__.___..-------�----�---� �ProBuild Arlington,AAington,WA 98223,List] 7 250 s Aug 25 2011 MiTek Industries,Inc. Thu Nov 29 1225�54 2012 Pa9e i ID:Sem?nA2cgcSSy9TnasSz2ryENw�-KpHZCNct S4Mr23fY2eu14lfhtkl6jyRsIQrSDhyEK58 a�-z s>>->> sasis e-�-2 -�r�+-- _�¢-L-- __.�-�r.� ___u-o-a_-----�-----?a-n-a_____, _ _ z4-a-o_ _--F--_—_3a-o-3----- �a_ac�_._ — �a-a-u___ .+u�-_a_� �-so s�-� ai-�� s-as s-ao s-o-o s-as a1-14 S64 iso Oa-11 0442 Scal9=1-66.3 5.00�,12 5x6-.� Sx8 =- 2x4 I I 3x10 -- Sx8 '= 5� �� 3 4 5 .-�6 . e� ._.__c� �._� 8 ' =-�- �d _ a � � ca- ;�c_ — � -- � , . �n� � �� — _� �'�;� — -- � ffi — {�.'�- — -- �A � � � � � %� �\ m ' � I� ,�" I� ' � , � � W� / ' ; "1 � � � �, � �1 F' � — �?_` --- — �t�-- -� �#�� -� --- J� - -- = � -- -�� 10�� , ,, � � � � � �` ��-- -- -- -- - --- ._ . __ • _. __— -.. ._-- -- ----- -- �. ° ;' ' . . �;j 5x6- 15 �6 14 13 12 11 �7 Sx6=_ 3x8 �_- 2x4 �i''� 7x14 MT78H -= 2x4 I'� 3x8 =__ &1-2 8-1-2 �....... 5-2-14_-. 5-G..1._ 12-0-0 ___._ � __. 18-0.0 ___� _.24-0-0 _._. f 30-5•15 _... 3 t32----- 36-0.0__-----� .___.._-- �--- 5'�-14___ 032. .6-515. ---- -- GO-0 .__. .._.. 8'0-0 —__ -_-_ ES15 .----0.�-�--. 5-2-14.__ ._.---- Piate ortsecs_(x�v):_L2.o-z-4.Ed�e]��:a2-a.Ed9e�,C�i:a3-s o-i-s1.Lts a3-a.ai_s�----- -- _._. _----- ----—_ __------ ---_-_ __-- --- _ � ___ _-- —_ -- -- — - _ ___ _. _ _ ---—-- -l- - -_____ __ — ---- --_ LOADING(ps� SPACING 2-0-0 CSI � DEFL in (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.85 i Vert(LL) -0.77 13 >554 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 1.00 Vert(TL) 1.59 13 >268 180 � MT18H 185/148 BCLL 0 0 ' Rep Stress Incr NO WB 0.63 � Hoa(TL) 0 31 9 n/a n/a BCDL 8 0 � Code IRC2009/TPI2007 (Matnx) Weight 261 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2'Except` TOP CHORD Structural wood sheathing directly applied or 42-12 oc purlins,except T2,T3:2 X 4 HF 1650F 1.5E 2-0-0 oc purlins(3-63 max.):3-8. BOT CHORD 2 X 4 HF 1650F 1.SE BOT CHORD Rigid ceiiing directly applied or 10-0-0 oc bracing. WEBS 2 X 4 HF Stud/Std WEBS 1 Row at midpt 4-15,7-11 REACTIONS (Ib/size) 2=2982/0-5-8 (min.0-2-7),9=2982/0-5-8 (min.0-2-7) Max Horz2=32(LC 5) Max Uplift2=-259(LC 3),9=-259(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-6936I647,3-4=-6238/605,4-5=-11905/1160,5-6=-11905/1160,6-7=-11905I1160, 7-8=-6238/605,8-9=-6936/647 BOT CHORD 2-15=-557/6351,15-16=-1001/10659,14-16=-1001/10659,13-14=-1001/10659, 12-13=-1001/10659,12-17=-1001/10659,11-17=-1001l10659,9-11=-558/6351 WEBS 3-1 5=-3 911 73 5,415=-4759/473,414=0/312,413=-117/1375,5-13=-746/187, 7-13=-117/1375,7-12=0/312,7-11=-4759l473,8-11=-39/1735 NOTES 1)2-ply truss to be connected together with tOd(0.131"x3")nails as follows: Top chords connected as foliows:2 X 4-1 row at 0-7-0 oc. Bottom chords connected as follows:2 X 4-1 row at 0-9-0 oc. Webs connected as follows:2 X 4-1 row at 0-9-0 oc. 2)All loads are considered equally applied to all piies,except if noted as front(F)or back(B)face in the LOAD CASE(S)section.Ply to ply connections have been provided to distribute only loads noted as(F)or(B),unless otherwise indicated. 3)Unbalanced roof live loads have been wnsidered for this design. 4)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDl=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 5)Provide adequate drainage to prevent water ponding. 6)All plates are MT20 plates unless othervuise indicated. '�� ,�C^ 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. `�� ,�g��l'� 8)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-Cr0 tall by 2-0-0 wide will {�� fit between the bottom chord and any other members. � 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 259 Ib uplift at joint 2 and 259 ib uplift at joint 9. ' 10)This truss is designed in accordance with the 2009 Intemationai Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. ,p� : Gddt�UL8r��3}�I�p end with 8-0-0 end setback. '�y � � � ��7NAL'�4 November 30,2012 I� u,ny� WARNING-Veny dasign parameters arM read notee on this Truss Deeign Drawing and included DrJ Relerence Sheet(rev.03-11')bePore use.Design I valid br use with MiTek connedor plates onty.Thie design ie based only upon parametars shovm,and is for an individuel building componenl Applicabiliry i , i i o�design parematers and proper incorporetion of the componeM is responsibility of building desigr»r or owner of the Wssee and installer. lateral reeVaint � i designatlons shown on individual wab and chord members aro Mr wmpreasion buckling only,not forbuilding stability brecing.AddBional tamparary restreinU I ' diagonal brecing to insuro stabiliy dunng wnstrudion ia the responsibiliry of the instalter.AdCitional permaneM building stability bracing of the overell sWCture ' .. . I I is the responsibility of the building designer or owner of the trussee.For general guidance regarding design rosponsibilities,tabncation,quality control,storage, i :r,'-�i idelivery,eredion,laterel restramt and diagonal bracing,consult ANSIITPI 7 DS&B9 and BCSI(Bwlding Component Safery Inlormation)available from CONSULflNQ LLC SBCA at www.sbcindustry.com. � -- - � --- ,- ___ - ____, iJob � iTniss - - �Truss Type . . . iQty �Ply --rcnarty Meadowe�4a2•e 18168142 '�.B1211198 ' A01 CALIFORNIA TRUSS I2 � --_—- __ ____ L_ 2_�Job Refer�ce(optionall_ ---- --- — _— ___ ___ _--- -- _—_—_ _' �ProBuild Adington,Adington,WA 98223,List] 7 250 s Aug 25 2011 MiTek Industnes,Inc. Thu Nov 29 12:25 54 2012 Page 2 ID:Sem7nA2cgcSSy9TnQsSz2ryENwQ-KpHZCNc1 S4M23fY2eu14Lfhtkl6jyRsIQrSDhyEKSB NOTES 12)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 13)Graphical puriin representaGon does not depict the size or the orientation of the purlin along the top and/or bottom chord. 14)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)3t 5 Ib down and 91 Ib up at 30-4-3,and 315 Ib down and 91 Ib up at 5-7-13 on top chord. The desigNselection of such connection device(s)is the responsibility of others. LOAD CASE(S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-3=70,3-8=132,8-10=70,2-9=-30(F=-14) Concentrated Loads(Ib) Vert:3=-315 8=-315 I� � WARNING•Ven(y dasign parametan and read notas on this Truss Dasign Drawing and indudad DrJ Reference Sheel(rev.03-11')bekre use.Design I ' valid tor use with MiTek connedor plabe only.This design is based only upon parameters shown,and is lor an individual building component Applicability , � of design paramaten and proper inwrporetion of tha component is reeponsibiliy of building designer or owner of the We»s and installer. Lataral rostraint ' , designations shown on individuat web and chord memben are Mr comprossion buckling onfy,not forbuilding stabiliry bredng.Adddional temporary reetraiM7 , I I diagonal bracing to ineuro stabiliy dunag wnsWaion is the responsibility of lhe insfaller.Additional permaneM building stabiliy Waanq of the ovarall sWcturo � is the responsibiliry of the building deeigner or owner of the trusses.For generel guidance regarding design responsibilities,fabrication,quality control,storegq � � delivery,arection lateral restraint and diagonal bracing,consult ANSUTPI 1 DS&89 and BCSI(Bmldmg Component Safey Info/mation)available hom w �/� I��fu � �, SBCAatwww.sbcindustry.com __. .___ __._... __. .___..._ ..._.. . . . YQ/N�I.II/fQLLC .I ;- _— ——— ----— -- ---__-----— _ _---- ------_ _ __ ,--- Job ITruss Truss Type jQty i Py ;Cnerry Meadows ia42-e � 812N19B IA02 ICaliPomiaTruss 2 I 1 _-- - __ --l_____---- - -- �---. _ ------ -- ---- -- _ __I - J_ob Reference�optlonal)_ isissta3,, --- _ ------- �ProBuiW Arlington,Adington,WA 98223.LisQ 7150 s Aug 25 2011 M�Tek Industnes,Ina Thu Nov 29 1225:55 2012 Page 1 ID:Sem�nA2cgcSSy9TnosSz2ryENwQ-o?ryPjdfDOUifCEkbLPXdZBqoBg?SKt 7X4a017yEK5A &1-2 7-i Lt t 2&4z S7-z �'-'-4�00-- .__.- --—7-2-14------ -�1'�F- ._____14415 --- �---. _... _.213-1 . ____ I ._-._----28-Q-�_. . --_.. 2��F_.-- _.-.--.....74-4Q..---- ------fd7-4'Q_1 � 4 6-5-4 7-2-1 6-5-4 0.}11 7-2-1{ 1�-0 0341 4414 $Cal9=1:66.3 6X6"% 5.00 i 12 3x4 �-= 3xB �" 3x4 -- 6x6 � 3 � � � �\ � :-.._ '� __!� 4 ?C. k]._ Cv 5 ti1 6 _.izl1 .G�l_ �4...- - .�. _._ _i�- __. __.�_ .-..._ -___-_ �' � : /` '/ � '%`\ i � � �, � / � �� I ni � � �� .�� v M � � �\ /�/� V� ,-� � ; � �� \ � \��,� 4� �� ,� �_ , � 1 ii �'- — -- �� '-- — � �� -� - �— e � � � -� - - - - — -- _ _- - --- _ _- __ -- - �, �$ o � �J sxs �2 �� io sxs = 4x4 -" 5x12 MT20H 4x4- &t-2 &1-2 43-14 __1B 60-__.__. ..._� -_28-&2 _._. 360-0_- � _ ___ -_ +.-_- __ _ _ +_ - _ __ __I —-- -- -- 9 3 14._ _ _..- _- - -8'&2_ ___ --- --- 8c&2 ----- ---- - -__ 4-3rt4_ -_ -__--- _ Plate Qffsets�X_Y�:_�2.0-2-5 Edge]��:0-2 12 0-3c0]�[/_0-2-12,0-3,OJ,[8.0-2-5,Edge]�[11:0,6-0,¢3,4� _-_--- _____- -__--_._ _--_- _-___- ._---_- _____ _ __ , ___ __ _ _ _._. _ _ -- -_- -- — '---- -_ __. _------ --___ --------- - --- -- - LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl L/d PLATES GRIP 7CLL 25.0 Plates Increase 1.15 � TC 0.96 I Vert(LL) -0.46 11 �927 240 � MT20 185/148 TCDL 10.0 I Lumber increase 1.15 8C 0.83 Vert(TL) -0.98 10-11 >436 180 MT20H 139/111 BCLL 0.0 ' Rep Stress Incr Yes WB 0.93 Horz(TL) 0.27 8 n/a n/a BCDL 8A f Code IRC2009/TPI2007 (Matrix) � Weight:122 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF 1650F 1.5E TOP CHORD Structural wood sheathing direcUy applied,except BOT CHORD 2 X 4 HF No.2 2-0-0 oc purlins(2-9-2 max.):3-7. WEBS 2 X 4 HF StudlStd BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (Iblsize) 2=1649/0-5-8 (min.0-2-11),8=1849I0-5-8 (min.0-2-11) Max Horz2=-39(LC 6) Max Uplift2=-80(LC 3),8=-80(LC 4) FORCES (Ib)-Max.Comp.IMax.Ten.-All forces 250(ib)or less except when shown. TOP CHORD 2-3=-3293/157,3-4=-3355/149,4-5=-4360/223,5-6=-4360/223,6-7=-3355/149, 7-8=-3293/157 BOT CHORD 2-12=-93/2952,71-12=-207I4290,10-11=-206/4290,8-10=-88I2952 WEBS 3-12=0I882,412=-1199/145,6-10=-1199/145,7-10=0l882 NOTES 1)Unbalanced roof live ioads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=B.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless othervvise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connecGon(by others)of truss to bearing plate capable of withstanding 80 Ib uplift at joint 2 and 80 Ib uplift at joint S. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI t. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purli�along the top and/or bottom chord. y�� ;fi�.� LOAD CASE�S) Standard ,�,"�� i `� � �� ;j`� �� t+il4L'�`� November 30,2012 i � WARNING-Vanfy design paremeters and read notes on this Truse Design Drawing and induded DW Reference Sheet(rav.03-i t')before use.Design i i valid for use wilh MiTek connector plates only.This design is based only upon paramatere shown,and is for an individual building component.Applicability of dasign parametars end proper incorporation of the eomponent is reeponsibiliry of building designer or owner of tha trusses and installer. lateral rcshaiM I deeignations shown on individual web and chord memben are for comprossion buckling ony,not Porbuilding stabiliy bradng.Additional lemporary restreinV I diagonal brocing to insura stability during wnstruMion ie the responsibiliy of the instafler.Additlonal parmanerA building stabiliy bradng of the overall stniclure is Ihe responsibilily o/fhe building designer or owner oi the trusses.For general guidance regarding design rosponsibilitiee,fabrication,quality control,sto2ge, I delivery,ereaion,laterel restraint and diagonal bracing,consult ANSVTPI 1,DS&89 and BCSI(Building Componem Safey Infortnation)availabb from ^ou�.��}IyQ LLC I i SBCA at www.sbcindustrv.com. 4 R•7 I /I ` ---� iJob . __-- _ITruss --- _. __ lTniss Type _ _ ..- ._ I Qry i Ply �Cherry Meadows 14a2-e i 81217198 �A05 ICaliPomiaTruss IZ I � I ( e .�.-- - -- --- --- --.... 18166148 I • � 9 , � � ID:Sem?nA2cgcSSy9Tnp Job Reference o tional � . - --- — _ _ - - ProBuild Artin on,AAin ton,WA 98223 List 50 s Aug 25 2011 MITek Industnes,Inc. Thu Nov 29 72:25:58 2012 Page i sSz2ryENwQ-CaX41 kfX WJsHWgyJHTzEFBpMqMkifpfSD2pgMSyEK57 &1-z 111141 22-&2 &1-z �.-1�6-0+ ._..._ __.5-11�ti __.__... -i..___—_ ..13-2-14. _.__t 7�a-.___.1&0-4______t ___. 22-fF5_____ 22i�;�y __.___ 240-19___- __-_..f._.___—___3@-0-4_____ _....+77-6-Q..y � tt>-0 &11�6 83-9 -...�1{ 40-5 l-0-5 0.3-11' 6-}9 6-11-8 180 a3-u at-u Scale=1:66.3 5x8 = 2x4 I! Sx8�� 4 � 5 'I , �a Iz: _ 2c ._ 1� Y� I � 5A0 i12 //,;h� _._ --�� -� �k�\_,;�� . ,\\...... 2x4 i � � ;� � �� I � °�� 3� , , /��/ /; / \\ I I�I j�� \� � ��.�`�`\\:'�` I 2x4\ � 'o� / � � � .,j= V� � �� / �� ,�� , i�n �� , I � � ,, ��i ;;� / ,, � � z , � \� f! -_ - �_ �� _- �� ,8 9 ,�' � �� = � I��, ,�t"� — - -- ti� �. � _ - — -- r i -- � - __ -- - -- � 5z6 -_ .. .-� 12 13 14 �� 15 i6 10 '� �� ° 5x6 4x4 - 6x8 �.--. � 4x4-- &1-2 8-1-2 9-3-14 18-40______ _ 26-&2 � 38-0.0__ _... ____ ._. __._ __ ____ .. _ .__. . _ --___.— __-- 33-14 __. f __._ �8&2 __ ._.� ._._ 8-8-2 ....... --r.__ ._. &3-.1_4._ ._._. � __ Piate Offsets(X Y�_[2.0-2-S�Edgel,L4_0-3-4 0-2-81�[6�0-3-4.0-2 8J [8 0-2-S�EdgeJ�[11 0-40.Edge1---- -__ .__----- __---- ------- ---- ------ -- _ __ ._ .- _ --__ _ - ----- ____ __ -_ LOADING(ps� SPACING 2-0.0 I CSI i DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 Plates Increase 1.15 i TC 0.91 Vert(LL) -0.41 11-12 >999 240 l MT20 185/148 TCDL 10.0 � Lumber Increase 1.15 BC 0.70 Vert(TL) -0.76 t 1-12 >563 180 i BCLL 0.0 ' � Rep Stress Incr Yes WB 0.35 ; Horz(TL) 0.21 8 n/a n/a BCDL 8A � Code IRC2009ITPI2007 , (Matrix) � Weight:138 Ib FT=20% _ _ _ ____ ___ _ __ _----_ _=_ _ __ __ i __ ___ _ ----_ 1 --- -__ __—__ _. --_ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied,except BOT CHORD 2 X 4 HF No.2 2-0-0 oc purlins(3-2-11 max.):4-6. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiiing directly applied or 2-2-0 oc bracing. REACTIONS (Ib/size) 2=1755/0-5-8 (min.0-2-14),8=1755/0-5-8 (min.02-14) Max Horz2=-&1(LC 6) Max Upiift2=-90(LC 5),8=-90(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(�b)or less except when shown. TOP CHORD 2-3=-3522/96,3-4=-3204I85,4-5=-2738/81,5-6=-2738l81,6-7=-3204/88,7-8=-3522/96 BOT CHORD 2-12=-71/3152,12-13=0/2471,13-14=0/2471,11-14=0/2471,11-15=0/2471, 15-16=0/2471,10-16=0/2471,8-10=-10/3152 WEBS 3-12=-446l135,4-12=-16/677,411=-4/589,5-11=-404/78,6-11=-4/589,6-10=-16/677, 7-10=-446/135 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;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 piate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord Iive load nonconcurrent with any other live loads. 5)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=8.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capabie of withstanding 90 Ib uplift at joint 2 and 90 Ib uplift at joint 8. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.102 and referenced standard ANSI/TPI 1. 8)"Semi-rigid pitchbreaks with flxed heels"Member end fixity model was used in the analysis and design of this truss. � 9)Graphical purlin representation does not depid the size or the orientation of the purlin along the top and/or bottom chord. ��'�N b,�C �� LOAD CASE(S) Standard ° �,"��CY�� C, '�.�3 � � . . � �� .: �'��.�° � November 30,2012 I�� „� WARNING-Veny design parameters and read notas on tbis 7ruse Dasign Drawing and included DiJ Reference Sheet(rev.03-11')bafore use.Design i �'., valid for use with MiTak connactar plates only.This design is based only upon paremeten shown,and is lor an individual building component.Applicabiliry , , of design parametero and proper incorparaBOn ot the wmponeM is responsibiliry of building designer or owner of the trusses and inslaller. Lataral rastraiM I i � designationn shown on individual web and chord memben aie for compraesion buckling only,not forbuilding stability brecing.Additional temporary resVainV �'� � diagonal brecing to ineuro stability during wnstrudion ie lhe responsibiliry of the installer.Additional permanent building stability bracing of the ove211 strvcture i I I is the responsibility of lha building designa�or owner of lhe trusses.For general guidance regaMing design responsibililies,/abncation,qualiy control storege, ��' �� w ,, delivery eredion,laterel restreint and diagonal brecing,wnsult ANSI/TPI 7,DS&89 and BCSI(Building Component Safery Infortnation)available from ' yONSULT/NO LLC i SBCA at w.vw.sbcindustry.com � .. . ._. .. __..... ... -- -_.. ._.... . . ._ .. . ____ .. ._... . . ...__ .. _..... ._...... ..__._ . .__. .. .._ .._ ._ . _ I ' --_ ____.___-----.--- Job _— _— _iTruss . . Trus§Type -- -- _ --Qty !Ply i cherty Meadows t442-8 �sis51 i 81211198 � A06 Calikmia Truse 2 I � I 47 -_ _- _� !Job Reference(optional2 _ , 1 __ _ — 1 -- _ --- __ — —_.. � ProBwid Adington,Adington,WA 98223,List] 7150 s Aug 25 2011 MiTek�ndustnes,Ine.Thu Nov 29 12:25:59 2012 Page i &�Z ID:Sem?M2cgcSSy9TnasSz2ryENw�-hn5SF4gAHc?88qXVqBUTnPMZD13eOlUbSiZDuuyEK56 ts�i->> zo-az 8-i-2 I-iao�--- --_ �t,� __ _---�--- -is-z-t4_- _. �s zi�- -zao-a ._. zo �a�—- 2e-o-��- -----�--- _ _a�2o—-- --,�ttt�� 1-6-0 7-11-6 73-9 0-�11 4-0-10 0-��4 7J-9 7-11�6 ' 1b-0 a�-ta a+u Scale=1:68.3 Sx8% 5x8 � ' 4 5 , � su__ �� __� - �' ___ � 5.00�12 '�� ---�� ,,-� � � � � I � _ � � � � , � zxa �� i' � � " �' y�n /i �I ,� 3 /% / �� \ �:�\\ s � �' � �' �� 'v � �' ; '� /� � �� \� '� �� ' � � � %'� , � % z �� % �� _� � � r - --- -- ✓--- - _ \ __ ___ _ __ _- _ �_ � ___ !v !V �;:.L_ _ _ -__ -- _- -_ _-f_§_� -- --- __- --- -- _- �' . e i ;1 � � '� 11 12 13 10 14 15 9 �� ° Sx6 . 5x6 , 4x4 -= 5x10 -- 4x4 ��= &t-2 8-1-2 9-3-14____ � 18-QO____ 28-&2 . f__ _____.____ 38-.0.0.. __._______- __{ f -- _ ... ..._...— r---- -- --� - ---- - ._ ...__ _.__._ ._ ___.9-3-14-- --- —�---- _...8-&2 _._- _ .-- -&8-2 _ __ _....._.----- 43-�4._ . _._ __. __ _ Plate Offsets(X,Y�;_[2 0 2-5,Edge]�[4;0-2 12.0-2-4j,[5:0-2-12 OQ-41�[�.0-2-5,Ed9e1,[10:0.5 0 0-3-0]_ _-_- _- __-__ _ . __- ----- .__ __ ___ r __ '� - -- -- -.__ - -- --- __---- _ LOADING(ps� � SPACING 2-0-0 CSI � DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.81 Vert(LL) -0.40 10-17 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 7.15 BC 0.72 Vert(TL) -0.72 10-11 >596 180 BCLL 0.0 ' ! Rep Stress Incr Yes WB 0.19 Horz(TL) 0.21 7 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matnx) �_ Weight:135 Ib FT=20% - ---_ I_---- --- _ __---- --___ -- _..-- - —_ __ -------- -_____-- —--__ - - LUMBER BRACING TOP CHORD 2 X 4 HF 1850F 1.5E"ExcepY TOP CHORD SUuctural wood sheathing directly applied,except T2:2 X 4 HF No.2 2-0-0 oc purlins(3-48 max.):4-5. BOT CHORD 2 X 4 HF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2 X 4 HF Stud/Std`ExcepY W2:2X4HFNo.2 REACTIONS (Ib/size) 2=1788/0-5-8 (min.0-2-15),7=1788/0-5-8 (min.0-2-15) Max Horz2=68(LC 5) Max Uplift2=-99(LC 5),7=-99(LC 6) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3567/112,3-4=-3351/146,4-5=-2419/79,5-6=-3351/146,6-7=-3567/112 BOT CHORD 2-11=-8613187,11-12=0/2353,12-13=0/2353,1 0-1 3=0123 53,10-14=0/2353, 14-15=0/2353,9-15=0/2353,7-9=18/3187 WEBS 3-1 t=-509I153,4-11=-73/927,410=-9/372,5-1 0=-913 7 2,5-9=-73/927,6-9=-509/153 NOTES 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDl=6.Opsf;BCDL=4.8psf;h=25k;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wilf fit between the bottom chord and any other members,with BCDL=B.Opsf. 6)Provide mecha�icai connection(by others)of truss to bearing plate capable of withstanding 99 Ib uplift at joint 2 and 99 Ib uplift at joint 7. 7)This truss is designed in accordance with the 2009 International Residential Code secNons R502.11.1 and R802.10.2 and referenced standard ANSI/TPI L �,�� b 8)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. �� ,T 9)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �� tiij,� �� LOAD CASE(S) Standard �` � f � �� 4 ��o November 30,2012 , � WARNING-Venfy deeign paremeters and read notee on this Truss Design Drawing and included DrJ Raferenu Sheet(rev.03-1 T)betore use.Design ; �.� valitl for use witb MiTek connector plates only.This design ie based only upon paremetere shovm,and is for an individual building componeM.Appliwbility , i of design parameters and proper incorporetlon of the component is responsibiliy of building designer or owner of the trusses and installer. Laterel restrairn designations stwwn on individual wab and chord members are for compression buckling only,not forbuilding stabiliry bracing.Additional temporary resVainU � diagonal bracing to insure stabilily during construction is the respansibilify of the installx.Additional pertnaneM building stabiliy Wacing of the overall sWCture , is the responsihiliy of the building designer or owner of the trusses.For geoeral guidance regaMing design responsibilities,fabncation,qualiry control,sloraga, i i;. � delrvery,eredion,lateral restreint and diagonal brecing consult ANSI/TPI 1,DS&89 and BCSI(Building ComponeM Safery Infortnation)available Rom I C0N5UL�yNQ LLC , SBCA at wwa.sbcindustry.com �/ i _. ...___ ..____ _..__. — -------– --— ---- �Job - - Truss -— _ Truss Type_ ._ Q ,-- I I I i ty I�PIy i Cherty Meadows 1442-8 16166149� IB�2��98 IB01 Cahfom�aTrvss I� I � I _ ___ _ --- --- ----_ ___ . ___ __ L_ Job Reference(optional�_ -- ___ ____ _- - • ProBwld Arimgton,Adington,WA 98223,List] 7.250 s Aug 25 2011 MiTek Industnes,Ma Thu Nov 29 12:26:01 2012 Page 1 &1_z ID:Sem?nA2cgcSSy9TnQsSz2ryENwQ-d9CDgmiQpEFrN7huycWxtqRt�jLsB4uv02KynyEK54 5-11-11 13-Si5 &1-2 :...__-.____--_..___�t`-6ol_.__-_-____-_-__.`��i-13 _-_____-9-S-Q___--__.____ � __.13-Q-5_____ _. _1+�7_- .__-__ ..___t¢_0-�__._--__-__-__t___200.fr2__.{ � 5-6-1 0-1-12�_. _. ]-f>5 t }&9 _ .._-_ 0.11�{ Sfi-1 1�8-0 0.3-14 0.1-12 ScaIB=1:34.8 4x6 ; .. ._ ... . . _ 3x4 -- 4x6 �� 5.00 i 12 3 �r'�_. ^ �^ - � ,� I�L _. � �..__.. L�',L _-. p�,.4� ; , �t � i � c�J �\ i �� __ - __ �._ _ ; � � " / j � ' � i � � / �� % A � I � \ , � � i � � � � � � ��, � � � � / � �� ! � / I / % ��\ I � �\ N � i � / � � \� s I � � -- _- � L � _--- - -- __- __ -- �� - i t _ _-�-t�r _ -- : I _ ___ __ ___ - -- - __ _ -- � , � � i _ . $ �,`�� a s i o �i �� ",\. 5x8 ° � � 3x4:�-:: 3x4 -= Sx6 -.-:� &1-2 8-t-2 f_. .__ 5-2'14 ..5f61 ....- .980 __ 13-_5_15 1 �_2.. ___._.__ ._.-_19-0.0 ______.. - Y _._._ --- �r { __.. ._ _.. 5-2-14 _.. _¢3-�2 ___._ 311-15 --- ---. 3-11_75 ..---- 0.3- .5-2-14._._ _.. --- -__---_. Plate Offsets(X,Y�;_�0-2-S,EdgeJ�[5 0-2-5,Edge� _._ ____ _ ___ __ -- - --- -- -.-- - -- , -: _ _ - -- � -- --- - -- - __._:- . - - -- _ __ LOADING(ps� � SPACING 2-0-0 i CSI I DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 25.0 Piates Increase t.15 TC 0.92 Vert(LL) -0.17 7-8 >999 240 MT20 185/148 TCD� 10.0 Lumber Increase 1.15 I BC 0.83 Vert(TL) -0.51 7-8 >440 180 BCLL 0.0 ' Rep Stress Incr NO � WB 0.32 Horz(TL) 0.11 5 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 (Matrix) Weight:63 Ib FT=20% _ _ __ ____1 _--- _ ---- l_ __ _ -__ ___ ___ ___ --- LUMBER __ --- - --- - BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied,except BOT CHORD 2 X 4 HF 1650F 1.5E 2-0-0 oc purlins(2-11-6 max.):2-4. WEBS 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=1477/0-5-8 (min.0-2-7),5=1609/0-5-8 (min.0-2-10) Max Horz 1=-41(LC 6) Max Upliftl=-97(LC 5),5=-145(LC 8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=-3352/294,2-3=-3000/286,3-4=-2969/278,4-5=-3322/288 BOT CHORD 1-8=-233/3033,8-9=-364/3478,9-10=-364/3478,10-11=-384/3478,7-11=-364/3478, 5-7=-225/3002 WEBS 2-8=0/546,3-8=-666/150,3-7=686/155,4-7=0/549 NOTES 1)Unbalanced roof Iive loads have been considered for this design. 2)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 6)Provide mechanicai connection(by others)of truss to bearing piate capable of withstanding 97 Ib upiift at joint 1 and 145 Ib uplift at joint 5. 7)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 8)Girder carries hip end with 6-0-0 end setback. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �t}��N �?,� 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)315 Ib down and 91 Ib up at �� t}�p �l',�, 13-43,and 315 Ib down and 91 Ib up at 5-7-13 on top chord. The design/selection of such connection device(s)is the responsibiliry � of others. '�' �' �`>+� 12)In the l.OAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). � � LOAD CASE(S) Standard � �� Continued on page 2 tt.�j, � °�,+�,r�c,�'``' November 30,2012 I�� R,�� WARNING-Veriy deaign parameten and read notes on this Trt�ss Design Drawinq and included DrJ Reference Sheet(rev.0311')be/oro use.Design � valid for use with MiTek conneclor plates only.This design is baeed only upon parameters shown,and is tor an individual building component.Applicability , 'I � of design parametara and proper incorporation of the component is responsibifity of building designer or owner of Ihe trusses and installer. Laterel restraint designatione ehown on individual web and chord members are for compmssion buckling onty,not forbuilding stabiliry brecing.AddAional temporary restrainU I ' I diaganal b2cing to insure slabiliry dunng construdion is the responsibility of the installer.Additlonal pertnanent building stabiiity braung of the overell sWCturo , is lhe responsibility ot the building designer or owner ot the trusxs.For generel guidance regarding dasign responsibilitiee,tabnwtion,quality control,storage, ,` � i � delivery,erection laterel restraiM and diagonal brecing,consult ANSUTPI 1 DS&89 and BCSI(8uildinq Component Safary Information)avaAable Rom CONSULT/NO LLC 'i SBCAat.wrv�v.sbGndustry.com. i .... . . ._._ __.. .. _._-- -__.. _.___.. . .. ._ ._ ._._.. __.. ._. _._. _. __. _. . _ .._ I _____.. __. _.._ . . . .. � — -- . - —- ____ - �Job ITruss �Truss Type Qry Ply Cherry n�teadows 1a42-e - _ , �I �� 16166149 i .�81271198 i801 ICalifomiaTruss � � I I __. ____. _-- —__ � . __ _--- ---- ---- ____ __ Job Reference(optional)_ ) ProBmld AAin on,Adin ton,WA 98223,Ust � � - --- 9� 9 1 7250 e Aug 25 2011 MiTek Industnes,Ine. Thu Nov 29 12�28.01 2012 Page 2 I D:Sem9nA2cgcSSy9TnQsSz2ryENw�-d9C Dgmi�pEFrN7huyc WutqRtxZjLsB4uv02KynyEK54 LOAD CASE�S) Standard 1)Regular:Lumber Increase=1.15,Plate Increase=1.15 Uniform Loads(pl� Vert:1-2=70,2-4=132,4-6=-70,1-5=30(F=-14) Concentrated Loads(Ib) VtR'"'l�-315 4=-315 � WARNING-Venfy design parameten aM read notes on lhie Truse Design Drawing and included OrJ Referonce Sheet(rev.031 P)befaro use.Design ! i `'� valid for use with MiTek connedor platas only.This design is based anly upon paramatero shovm,and is for an individual buildinp component.Applicabiliry ,� I ot design pardmeten and proper ineorporation of the component is responsibiliy of building designer or owner of the husses and installer. laleral rosVeiM � i designations shown on individual wab and chord memben am kr compression buckling only,not forbuilding stabiliry bracing.AddKional tamporery rostrainV diagonal bracing to insura stability during construclion is the reeponsibiliry o/the inetaller.Additional permaneM building stabilily bredng of Ihe ovarall structure i is the responsibiliry of Ihe building designer or owner of the trusses.For general guidanca regardin9 design responsibilities,fabncation,qualiry wntrol,storage, I :�� I i delivery,erection lateral restramt and diagonat bracing,consWt ANSI/TPI 1,DS&89 and BCSI(Budding ComponeM Safety Inkrmation)availabb trom I I SBCA at www.sbandustry,com __ . 1 ____. CONSULTINa«c _ j II .. . _ _. _...___ __._ .. . _.... .. . . .... ._.._. _. ___ _ _._. . _ _ . ._ ._.. __.. IJob ' ITruss - - iTruss Type fpty 'Ply 'cherry Meadowstaa2-e . l �81211198 IHR01 �CAL-RAFTER �3 I � 16166150 -- — _._ ___ ___ -i 1.- ;Job Reference(optional) - ProBwld Arim on.Adin ton.WA 98223,�st ... - .- ... .--" 9� 9 � �� 7250 s Aug 25 2011 MiTek Indusmes,Inc. Thu Nov 29 12 26.01 2012 Page t io-a-�o �I��em?nA2cgcSSy�T�sSz2ryENwQ-d��Q,95ni0pEFrN7huycV�(��IZwMsF0uv02KynyEK54 �-¢�� gs-o 13-0.5 ��s�s �s2� I _ z-z2- __- _ zf�� -- _ ___ , s->>-ii r. __---- ---�— ___ __ Z-Z'a 25�-0$14 -135�1 � 7-6-5 3-&5 0.1-12 SC316=1:46.0 � . 9 ' 3.S4I12 ,- �D N I / i . e �y d I ,- � � ! �= �� I _. 7 - - �`_� _ , �.. I 6 , , =" F:`� i � sxs = - ' I ^I 5 �y- oii 5 , 4� _. � "�� rn 3x8 -4x8 � � ' _ -�._ i� q . �_ ... � _ �.n '� 3x8 - _' "�'-.;-�- � a'- i 3x8% �� s � �� j 3x8= _--;;._ %;- I 5x6 A1 `�`--'� � ;� ,- �-..� , 'I A_.-i- ,,_�' i .. � z . � k 'U- ; - � I �I } : d� ,._ � ��+' ; I_,--� �. � �_y_�� 10.310 11-8-3 12-5-1 13-4t3 14-48 ��2� &7-1 F.. _____ .__.__ . . � __._ _....-_.__ &7-1 . ..._, - -.. __.. __ _. .--- _--- ------- ---------- ----_ ..._ ___.. Plate Offsets�X,Y�__�2.0 2-B.Edge� _- ___ ___ __ __ _._ -__ __—_.___ _ _._ __ — -- - - -- _ ---- ___ _--- __ _ -- ___ -___ ---_ — - - _ _ - LOADING(ps� SPACING 2-0-0 � CSI DEFL in (ioc) I/defl Ud PLATES GRIP � - - �- TCLL 25.0 Plates Increase 1.15 TC 0.55 Vert(LL) -0.12 2-3 >870 240 I MT20 185/148 TCDL 10.0 ' Lumber Increase 1.15 BC 0.00 Vert(TL) -0.19 2-3 >544 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) -0.00 9 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 1 (MaVix) Weight:44 Ib FT=20% _ —____ - --- - ----- -- -- LUMBER _ ------ --__ BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS AII bearings 0-5-8. (Ib)- Max Horz2=229(LC 3) Max Uplift All upliR 100 Ib or less atjoint(s)9,2,5,6,7,8 except 3=-t27(LC 3) Max Grav All reactions 250 Ib or less at joint(s)9,5,6,7,8 except 2=438(LC 1),3=517(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantiiever Ieft and right exposed;end vertical left and right exposed;Lumber OOL=1.33 plate grip DOL=1.33 2)"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. 3)Bearing atjoint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity ot bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)9,2,5,6,7,8 except Qt=1b)3=127. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)9,3,5,6,7,8. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity modei was used in the analysis and design of this truss. LOAD CASE(S) Standard ��'�N b� '�„y�� .!�5f�'�r��`{+� r� � � �� vrr�.'�'°� ° ,1 �r�' November 30,2012 � i ;� WARNING-Verily design parametere and read nates on thie Truss Design Drewing and included DrJ Reference Sheet(rev.03-i t')before use.Design . valiC for use with MiTek conneclor plates only.Thie design is based only upon parameters shown,and is for an individual building component.Applicability � �. of design parameters and proper inwrporation of the component ie responsibiliry ol building designer or owner ot the trussea and installec Lateral rastraint � designations shown on individual web and chord membars aro for wmprassion buckling only,nol forbuilding stabilily bracing.Additional temporary restrainU � � diagonal bracing to insure stability during mnstruction is the responsibiliry of the imtallar.Additional parmenent buitding stabiliry bracing of the overall structure is the responsibility of the building designar or ovmer of the trussae.For general guidance iegarding dasign responeibilities,fabncation,quality control,storege, delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DS&89 and BCSI(Building Component Safery Information)available trom � CQ�u��NOLLC � . . SBCAatw.wa.sbcindustry,com,_ _ . �� I .._.. _ . . .__.. ... . . ._ . . ._. ....__ . ._ _.. _ .. .___. ._.... ..___- .__. _ ._.. I �--_._ ___. . _._._ ___... : _ -- -- — - __ ,Job ' �- �..Truss - - Trtiss TYPe �Qty �i Ply 'Cherry Meadows t442-8 .._ .. 16166151�� 81211198 �HR02 �CAI-RAFTER �2 �I i � -- __ � ___ _— � -- __ __ �.. L___ ;Job Reference{optionalL_ ___ __-- 'ProBuiW Adington,Adington,WA 98223,list� � 7 250 s Aug 25 2011 MiTek IndusMee,Ine.Thu Nov 29 1226:02 2012�Page t ID Sem?nA2cgcSSy9Tn�S��aOyENwQ-SLmbt6i2aXNi?Fi(�IWJtAPt 6uFbbiFtBgnuVDyEK53 �-�-�t - s-s-o �t-zi2 `-__ -__-2-2-4.. __ ___ __1IJ 8 ._. � ___- .__. __.__ . .------_ it-tt ----- �- -------- ._.__ ..._._ _�-_ ._- i 2-Z-0 13 i-B ..441 3-&5 ..So�le-t 26.0 i � n �4 I �31r � , � �o i 4 , �� .�-" -'" �~_.�� I -- 4x8 �� - '. � 3.54 I12 3x6-�� 3 `J ,_ � I�� . ..._ � ` .X , � - / II i 3x8 - ��i �I 3x8"=� . -.. / �,,,1� �>,S._ __- ✓.� �i,o i _,� _-� , �� o � � 'r' i 3x8-., ,.,. ;.�� ___,, _ .. 5� VA ,, ��-� , " , , , ( , i � /, �` - " / i2 �' \ �� / � % � � � � y� -_ d ,-= ._�� --, � ,, - I` _ � � �._- � � � ��v �-�-i i ia3�o ii-o-a ��a-�z a-�•� ; _-- -_ _ -- _ - _ _ -- _ _-- g_�_� - ._ ___-___. __._ . .. _._ _.. .___ .. ___.._ -_._ _____ __..____- - —_.__.__..__.-__ .__ .- _.___.. .__ __.. Plate Offsets(X Y�;__[2.0-2-8,Edge� ___ _ - _ _ ___ _ -, - -_ ---- ____ ---- _ __ _ __ - . _ _ i - -- — -- ---- - =' LOADING(ps� SPACING 2-0-0 � CSI � DEFL in (loc) I/defi Ud � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.65 � Vert(LL) -0.12 2-3 >889 240 I MT20 185/148 TCDL 10.0 Lumber increase 1.15 BC 0.00 Vert(TL) -0.19 2-3 >556 180 I BCLL 0 0 ' Rep Stress Incr NO , WB 0.00 Horz(TL) 0.00 5 n/a n/a � BCDL 8 0 Code IRC2009/TPI2007 _ � (Matrix) � Weight:29 Ib FT=20% _ __ _-- _� _.___ --- -_ ____ __ __ - --_.. ----__ _--- --_____- --_ _--- - __ _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-5-8. (Ib)- Max Horz2=131(LC 3) Max Uplift All uplift 100 Ib or less at joint(s)5,4 except 2=-102(LC 3),3=-129(LC 3) Max Grav All reactions 250 Ib or less atjoint(s)5,4 except 2=436(LC 1),3=530(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDl=4.8psf;h=25R;Cat.11;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)'This truss has been designed for a 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. 3)Bearing at joint(s)2 considers parallel to grain value using ANSIlTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,4 except Qt=1b) 2=102,3=129. 5)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)5,3,4. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� , � � ., '�',� �{3'��IA. x��'#{+� ' � r3� �� 4 November 30,2012 ! .� WARNING-Veny design paremetere and read notes on t�is Truss Design Orawing and inGudeE OW Reference Sheet(rev.0311')betore uns.Design i � I � valid for use with MiTek wnnector platas only.This design is based onty upon paremetan shown,and is fo�an individual building wmponenl Appliwbiliry � �i o�design paremeten and proper incorpaation ot the component is responsibiliry ot buildinB dasigner or owner o/the truesas and instalfer. Lateral resVaiM � . I designatione shown on individual web and chord members aro for compression buckling only,not Mrbuilding stability brecing.Additional temporary restrai�V � � diagonal bracing to insure stability dunng consWdion is Ihe responsibiliry of the inslaller.Additional permaneM building stability bracing of the overall structure i !, is the reaponsibiliry of the building deaigner or owner of the trusses.For general guidance regarding dasign responsibi�ities,fabnwtion,qualiry controi,storage, � i �Idelrvery,eredion,laterel restraint and diagonal bredng,consult ANSI/TPI 1,DS&89 and BCSI(Building ComponeM Safay Intormatian)available from �I ��ryry� � I , . ._...... SBCAatv.ww.sbcindusiry,com_. ... .. .._._ .. ._.._. .... .... ._ . . . .._ _ _. _. ...._. ..._ .. _._._. � C��V�I1/10LLC I �Job- ---'--- _ ____—_ �_ __--_____ ._ __ • Truss I Truss Type - - -- i Qty i Ply �erty Meadows 14a2-8 ' 18168152.� I81211198 J01 IJack-PartalTruss �5 7 I _---- !-- .-- __._ �_ Job Reference(optional�_ _ — _ -- - -— - � ProBuiW Arlingto�,Arlington WA 98223 �stJ 7250 s Aug 25 2011 MiTek Industrien.Inc. Thu Nov 29 12:H81@ 2012 Page 1 e_��Z �,�a� ID:Sem?nA2cgcSSy9Tn�sSz2ryENwQ-SLmblBi2aXNi?HG4WJ1AP1_EBz2sbiF18gnuVDyEK53 � if-0 ---. f- �-2 0 __� t-17-11 _— �-�-o i-z-o as>> --� Scale=1:14.8 � ' 3 4 � 5.00�12 � � �, � -' - " � �� -- ---- —-- 2 �" ' ' _ _ _ - - --_ _ -- -- f � ,,, � �� _-- � --; �� , �� -- _- _ --- --- -- --- -- ---- __ —_ ___ __-_�_i Id 1 ,� �` �% I:� � 5 �� ,� �V - 1...� � � � � " 3x4 &7-2 e-�-2 a-ia� __ -___ __ _-- . __-- ___ _ - -_ _- --- _ -_ . a�� _ , --- -- -- -- -- _ - -- --- _- - --- - - - LOADING(ps� � SPACING 2-0-0 � CSI I DEFL m Qoc) I/defl Ud � PLATES GRIP TCLL 25.0 Plates increase 1.15 TC 0.19 Vert(LL) 0.08 2-5 >839 240 MT20 185/148 TCDL 10.0 ; Lumberincrease 1.t5 BC 0.88 Vert(TL) -0.19 2-5 >381 180 , BCLL 0.0 ' I Re Stress Incr NO WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 8.0 � Code IRC2009/TPI2007 ' (Matnx) i I Weight:12 Ib FT=20% ----- _ __ _.___p _ - ___._. _.l _ _- --_---- 1 _.- _ __ -- __ ____ __i____ ---- -- _ -___- __ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directiy applied or 10-0-0 oc bracing. REACTIONS (�b/size) 2=265/0-5-8 (min.0-1-8),5=47/Mechanical,3=22/Mechanical Max Hoa2=47(LC 5) Max Up�ift2=-42(LC 5),3=-7(LC 6) Max Grav2=265(LC t),5=106(LC 2),3=22(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.II;Exp B;enclosed;MWFRS(iow-rise)gabie end zone;cantilever leR and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a�ive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capabie of withstanding 100 Ib uplift at joint(s)2,3. 6)This truss is designed i�accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and reterenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��'SB!'N b�.�,r , � 4�' ��' �` �'� ��L Q �� c' � �� ,��,a �� November 30,2012 d;,. � WARNING-Veriry design paramaten and read notes on this Truse Design Drawinq and inGuded DrJ Reterence Sheet(rev.03-11')betore use.Design �� valid!or use with MiTek connedor plates only.This design is based ony upon paremeten shown,and is for an individual building component.Applicabiliry , .;.I� of design parameters and proper inwrporation of Ihe component is responsibility ot building designei or owner ot the Irusxa and installer. Lateral restraint � � I designatlons ehown on individual web and rhord memben are for compression buckling only,nol fofbuilding stability bracing.AddAionel temporery rostreinV � I diagona�bracing to insuro stabiliry dunng wnstruclion is the responsiGlity of the installer.Additional permaneM building stabiliry bracing of the ove211 sVUCture � is Ihe responsibi6ry o�tha buildmg designer or ownar of the trusses.for general guidance regardmg dasign responsibilitiae,fabncation,quality wntrol,storege, ,,: � idelivery,erection,laleral restramt and diagonal bracing,consult ANSI/TPI t,DS&89 and BCSI(BUilding Componenl Sa(ely Infortnation)availabla from ^0��u�LLC I ... . SBCAalwww.sbGndustry_com. y �� fJob — , . -'Truss --- 'Tru§sT e -. ,- Yp 'Qty i Ply i Charty Meadows 1442-B I �81211198 �J02 �Jack-PartalTruss �5 � 1 � 16166153 .' -_ _ __ -- ---- � -- -- _j__ �Job Reference(optiona�- -- -' --_-2. -__- ----- - ProBuild Arlington,AAington,WA 98223,Ust) 7150 s Aug 25 2011 MiTek Induslnae,Inc. Thu Nov 29 12�26�QY2012 Pags 1 ID:Sem?nA2cgcSSy9TnQsS��y€NwQ-ZYKz5SjgLrVZdRrG31YPyFXPaNUzK9V8NKXR1fyEK52 'r--------�--��---- ---------r— ?-2-Q . .F . 3-11•ii ____... ____. _ ..___.__ - .. ..__-_ .__._-_-__-.____� 1-6-0 2-2-0 1-9-11 Scale=1:14.6 3 ,�' i ;: 5�, � /�!��' � - �-7' - i ,� ' i 6.00�12 _ = � �- � �, ,, � �� i �I -- - / -' 2 = I I � I .��/`/ /.�/_�. _-..-- .._. ...,.- ----- � ---- --_ ..--- .__ � I � � I d �= � E-��I 4 � / Id 1 /� � , � � - � � / I \ �J 1—"\ ""�.j/ 3x4 �- &1-2 8-�'Z 9-&7 6-0t0 -- _ -- _ __ -- - -- --- -- _ _ ____ .---- --o-ai� __ ___- - — -� - -- , - - - -- _ - _-- ----_ _ - -__ _______ LOADING(ps� � SPACING 2-0-0 CSI DEFL in (loc) I/defl Vd PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.15 � Vert(LL) -0.07 2-4 >922 240 MT20 185/148 TCDL 10A Lumber Increase 1.15 BC 0.50 I Vert(TL) -0.16 2-4 >419 190 BCLL 0.0 ' ; Rep Stress incr Yes WB 0.00 I Horz(TL) 0.00 3 n/a n/a ; BCDL 8.0 � Code IRC2009ITPI2007 � (Matrix) � Weight:14 Ib FT=20% _ _. _ __ _ _— ___ � ___— __ ___--------- --__�. __ _ __— LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 70-0-0 oc bracing. REACTIONS (Iblsize) 3=100/Mechanical,2=324/0-5-8 (min.0-1-8),4=46/Mechanical Max Ho22=89(LC 5) Max Uplift3=-26(LC 5),2=-49(LC 5) Max Grav3=100(LC 1),2=324(LC 1),4=103(LC 2) FORCES (Ib)-Max.Comp./Max.Te�.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;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 piate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live ioads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residentiai Code secGons R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heeis"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard , ��}�,�PH Ij ��° ��r�' r "� � '� � ��,� �v�,�,o November 30,2012 '�, ,� WARNING�Veriy desgn paramators and read notes on this Truss Design Drawing and included DrJ Reference Sheet(rev.03•11')before use.Design i ! - valid for use wilh MiTek connactor piates only.This design is based only upon parameters shown,and is for an individual building component.Applicabiliry , I i of deeign paremetars and proper incorporation ot the component is responsibiliry of building de�igner or owner of the Wesea and installec Lateral rastraiM i deeignations shown on individual web and chord members are for compreesion buckling only,not forbuilding stabiliy bracing.AddNional tamporary reetrainV diaganal bracing to insure stability during wnsWction is the respansibility of the installer.Additional partnanant building stabiliry bra�ing of the overall sWCture , is the responsibiliry of the building designer or owner o/the tnisses.For general guidance regarding design responsibilities.fabncation,qualiry conVOl,storage, ... � I delivery,ereclion,lateral restraint and diagonal bradng,consult AN51/TPI 1,DS&89 and BCSI(Bwiding Component Safery Infortnation)available from /� �� i.._. ._ ._ SBCAatwa�N.sbcindustry.com. _ ..... .___.... ...__ ...._._ . . .. . I _ YONSULT/NQL�C I . .... . .__ .. __---- __._ . .. . _.._.- -- -._ ._._.. _.. . _. ...__ _...._._. -- --- - I�Job �Ttuss TrussType -- `Qty .�Ply iChertyMeadows 1442-e - -- 1 � 16166154 I I 81271198 �J03 IJack-Partial Trvss I S 1 I _ . -- i- __ __._— i - - - _-- -�-- ---- .Job Reference(optional?_. __ _ � •ProBuib Artmgton,Adington,WA 98223,�st] �� 7 250 s Aug 25 2011 MiTek Industnes, ,Thu Nov 29 12.26.03 2072 Page 1 ID:Sem?nA2cgcSSy9TnQ sSz2ryENw�-ZYKz5SjgLN7��1 YPyFXMvNUzK9VBNKXR i fyEK52 1 6-0 &t-2 _. 3-2-0 . � 5-71-it � I----_.._------_....-f-_------ -- ----- -----— ..____---__ ._ - --_—�-- 1-&0 32-0 �2-9-11 Scale=1:19.0 3 i / � /� � �- � � �i 5.00 i12 � - �� ' / j/ rn � �� N � i � �/ / / i. I / / ,.i'�� / �..�'� �� 7 � 2� �_��" _ -_ --"_ __. ___.-_ _.__.-_47�{ � i �{ / d i �� /V I(±l . ,r .._ _.-- ..- . __.-L.J .p ' l.i // / / I/'`/j __- ___ - 4 �3x4�_ &1-2 B-�-Z 10-6-7 -,- --_. __.. . ..-_._ ._ � .... ._. _._._ _., .._._. _— .._.r- --- --- .. ..-- -�- .- .._ � __.,_ _._ —.-:-.- � -- --- - -- -- -- -_ _ . _ .._ _-- 7 ..-- . .- --- --- ._.._ LOADING(ps� SPACING 2-0-0 CSI DEFL in Qoc) I/defl lJd � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.38 Vert(LL) -0.07 2-4 >922 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 2-4 >419 180 i BCLL 0.0 ' Rep Stress Incr Yes ; WB 0.00 Horz(TL) 0 00 3 n/a Na BCDL 8.0 I Code IRC2009/TPI2007 (Matrix) Weight:17 Ib FT=20% __--__ _ —__1 ___ —__— __---- .�__-- - - -_._. � _ -----..__.. _---- -- -- _---- ___--- LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 5-11-t 1 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=180/Mechanical,2=384/0-5-8 (min.0-1-8),4=46/Mechanical Max Horz2=92(LC 5) Max Uplift3=-51(LC 5),2=-56(LC 5) Max Grav3=180(LC 1),2=384(LC 1),4=103(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;encfosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical teft and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �U$SFH j.t,�i' ,�,� ��S v,IA.S ,'' q:`�5�+ C � o# �' ' �(,� ,,� ,�,�� Q November 30,2012 � � WARNING•Venry design parameters and read notee on this Truse Design Drawing and included DrJ Re/erance Sheel(rev.03-11')beforo use.Design i i valid tor usa with MiTek connector plates only.This design is based only upon parameters shown,antl ie for an individual building companent.Applicabiliry , � of design pe2meters and proper incorporalion of tha componaM is responsibiliry of building dasignai or ownar of the Wsees and insWllec Laterei restreiM j �I� I dasignalions shown on individual web and chord members aro for campression buckling only,not forbuilding slabiliry braciog.Additional temporary resiraintl I diagonal brecing to insuro stabiliry during conetruction is Me roe onsibili of the inetalix.Additional rmanent buildm ' N pa g staYility Yracing�f th��vmall structure I � � is Ihe responsibihty of the building dasigner or owner of the trussee.For general gwdence regardmg desiqn responsibilities,fabrication,qualiry conUal,storege, , ,}; � �. delivery,ereqion,lateral rastreint and diagonal bracing,consult ANSI/TPI i,DS&89 and BCS�(Bwiding ComponeM Safery Information)available 6om I wOu�r'r�yuQ LLC l SBCAalwww.sbGndustry.com y i� y��/� __ _ . - __— -_ _ -- ------_ ------ Job ITruss �Truss Type i qry Pry - `cnerty Meaaows�a4z-e � Is166155' �I 87211198 J04 Jack-Parhal Truss �5 � I ` _ -__ 1- - ---- -- 1__—_ -- --- �_ _._ !JobReference(optional _ -- ----- � ProBuild Adington,AdingMn,WA 98223,�st) a�Z 7250 s4 25 2011 MiTek Indusfie,1g Thu Nov 29 12.28:04 2012�Page 1 ID.Sem?��gcSSy9TnQs97��y�Nwp71ki,I�ok169d�t�7�Tdk3eUS3YJmqC3GKc_G_Z6yEK51 � .._ _. 1-Cr0 _--�-h--- -.-___-3-2 2.---_- . _- . ._�... _------- - - -...f----- ----.._----1 1-8-0 3-2-2 2-&14 1•11-11 � 4 . Scale=1:23.7 /� r� I � v � � � I ; o � 3 �" � ' , I - / , � 5.00 j12 j� %�� i � I / ;; /.% ' % � ,, � � %� � im I � - � an i � � � %' �' 2 -;f ;� � �- __ _ _ - --� i� / ' a ,,� , ,� __ _ _ __ __ � ,- ��,i �� 3x4 ---- 5 -. .__._ __.._. __.. ._. _._ . ._ .__ .._. _._ ._.. _...._ .___.. ...-- -,- --r � _.---- r- �.:-_ . _--- --- --- -- -- -_-: __- T __ __ --- ---- --- --- - --�- LOADING(psQ � SPACING 2-0-0 � CSI I DEFL in (loc) I/defl L/d T PLATES GRIP TCLL 25.0 Piates Increase 1.15 TC 0 27 � Vert(LL) -0.07 2-5 >922 240 I MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 2-5 >419 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0 00 Hoa(TL) -0.00 3 n/a n/a BCDL 8 0 1 Code IRC2009/TPI2007 I (Matrix) I � Weight:19 Ib FT=20% __ — ----- LUMBER __--- —-- --- ______ _. BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz2=115(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s)4,2 except 3=-109(LC 5) Max Grav All reactions 250 Ib or less atjoint(s)4,5 except 2=356(LC 1),3=389(LC 1) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(ib)or iess except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25R;Cat.11;Exp B;enGosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DO1=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 6)Provide mechanicai connection(by others)of truss to bearing piate capable of withstanding 100 Ib uplift at joint(s)4,2 except(jt=1b) 3=109. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard '��'H p�'�. �,��,��wws,y��.� �� `�� ,�a November 30,2012 I � WARNING-Vedfy deegn parameters and read notes on thia Truss Design Drewing and inc�uded DrJ Reference Sheel(rev.03-11')beforc use.Oesign � valid for use wdh MiTek connedor platea only.This design ie based only upon parametars shown,and is for an individual building component.Applicability � � � � i of tlesign paramaten and proper incorporation of the component is responsibility ot building designer or owner ot the Wsxe and installec Lateral restraint I , �j ii I � designations shovm on individuai web and chortl members aro for compression buckling only,not torbuilding stabilily bracing.Adddional temporery restrainV I � I � diagonal brecing to insura slabiliy during construction is the reeponsibiliry of the installx.Additional pertnaneM building stabiliy brecing of the overatl structure I� is the responeibility of the building dasigner or owner of the trusses.For generel gwdanca regarding deeign responsibilifies,fabncation,quality conVOl,storage, i ' i delivery,eredion lateral restramt and diagonal bracing,consult ANSI/7PI 1,DS&89 and BCSI(Building Component Safely Infortnation)availabb from � '. .. _...SBCAatwww.sbcinduetry.com._.. ---- _...__ .___. _.._ ..._._ .._. . . .._.. . . 1 .. riONSULT/N�LLC � .. _ .. . . . .. _ ..... I .— _ " - ---____ . i ob . ITruss 'Truss Type -- - 1 Q(y -':Ply T Oherty Meadows 1442-8 - - . � � I ie�setse I I`81211198 ' IJOS IJack-PaNalTross I3 1 � I , � _ -- - I — - --- -- � - - IJob Reference(optional)- --_ -- -- --- ---� __ � ProBudd Adington,Adington,WA 9ffi23,Listj 7 250 s Aug 25 2017 MiTek Industnes Ina Thu Nov 29 1226:01 2012 Page 1 8'�-Z ID:Sem?n��SSy9TnQsSz2ryHt�1kuLlok169d4�b'FPfdk3eUS3YJmqC3GKC_G Z6yEK51 -1-8-0 3-2-2 6-40 &11-11 --_-__._ ._ . I.__ _�---. _-__- -----F- --_.... ...__� ._-�-- --- --- �------___� 1-6-0 3-2-2 2-9-14 3-71-11 Scale=128.3 5� � " -� q f i / d / / I 4 � � �I, ..__. �"� 600�12 j� � 3; �=" i� �i .,-'.�� ..... I uii i�n '� - ' � I� ;: I ,-�� ,- � ' ' � , � z � �' - � � � ,� __ _- _ — -- , I � � <_ _ � � ; � . _ _ _ __. _ . � / X� �i� 3x4 6 ..__ --._ .. _ _..__ .__._ _ ._-- --:-.- __. . ... ..... _-- ---.- _-_ � - -- '--:_ _. ---- -_. -.-�- = - -�_ ---- - _. - - -- --— --_. . _ __ ..._ :-:-- � -,r- � _.� - LOADING(ps� SPACING 2-0-0 CSI I DEFI in (loc) I/defl Ud I PLATES GRIP TCLL 25.0 Plates Increase t.15 TC 0.27 Vert(LL) -0.07 2-6 >922 240 I MT20 185/148 TCDL t0A � Lumber Increase 1.15 BC 0.50 � Vert(TL) -0.16 2-6 >419 180 BCLL 0.0 ' ' Rep Stress Incr Yes WB 0.00 I Horz(TL) -0.00 5 n/a Na ' BCDL 8A Code IRC2009ITPI2007 (Matrix) � � Weight 22 Ib FT=20% _--- - �. LUMBER __ ___- ---- ___ — _ BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD SVuctural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings Mechanical except Qt=length)2=0-5-8,3=0-1-8,4=0-1-8. (Ib)- Max Horz2=137(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)5,2,4 except 3=-111(LC 5) Max Grav All reactions 250 Ib or less at joint(s)5,6,4 except 2=356(LC 1),3=396(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever leR and right exposed;end vertical left and right exposed;Lumber D0�=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing piate at joint(s)3,4. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)5,2,4 except Qt=1b) 3=111. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.17.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��flFN ,�� ` „�� 'AIA.S,d��, `''.c� �' �+ �' � ' � �� r �� ,�� ` ��4 �r� November 30,2012 j�� WARNING•Vany design paremeters and read notes on this Truss Deeign Drawing and includad DrJ Reference Shaet(rev.03-11')bePoro use.Design i ' ! valid for use with MiTek connedor plates only.This design is based onty upon parameten shovm,and is for an indiviCual building component.Applroabtlity , ,. I�� o�design perameters and proper incorporation ol the component ie raeponsibiliry of building designer or owner ot the Wesas and inetaller. Lateral restraint f designatioas shown on individual web and chord membero aro for compression buckling only,nat forbuilGing stabiliy bracing.Adddional temporery restrainV I �I� � I i diagonal bracing to insure sWbiliry dunng construdion is the responsibility of the installer.Additional pertnaneM building stabiliy bradng ol the overell structure � � is the responsibiliy of the building designer or ownar of the trussee.For general gwdance regarding design responsibililies fabrication,qualiy control,storege, I °`. II i, delrvery,erection laterel restraint and diagonal brecing,conwit ANSIITPI t,DS&89 and BCSI(8uilding ComponeM Safary Inlormation)availabla from uC � ��I ' _ . . SBCAatwww,sbundustry.com _...... __.. _.. .__.._ ____. ..___. ...__ ..._ _.... . ..I C�lNV��I�Q��C . .. .._ . .__.... ... ____.. ._._ .__ ._... .. _...._.. . . . � Job � _ -- Truss -- - ITrus§TyPe. . — --- - -I�ry �Ply j Cherty Meadows 1aa2-8— _ __ -- -- --- �- -- � 16166t57 81211198 JO6 �Jack-Partal Tnise �I 3 I 1 ---_- ____ �_._ � 1__ 1___ JobReference(opBanalZ— __ __ __ _ -- -- - - -- --- �ProBUild Adinglon,Adington,WA 98223,UstJ � 7 250 s Aug 25 2011 MiTek Industriee,Inc. Thu Nov 29 1226:05 2012 Page 1 a t-2 �-a��:Sem?nA2cgaS5�TnQsSz2ryEt4a�VwSkV81w19We11fBSbt1 gcj2AARo3?Uqe0Y5YyEK50 � -�-s�o + s-2-? __ __� s-o-o � �i-ii-i� � - _- --- - - _ _-- --- ---__ - 1-Fr0 3-2-2 2-9-14 5-N-it Scale=1'32.9 6 � ,/� l� 1 � s � ,-- � � �'% i � ,;; , �. � s�i�,z� 4 , — — � , , ;, � ;, ,,. ; � I , � i 3 �z / �v I /, " � I ; z , ,,, ; -, �, , - - -- _ �� i' �� __ _ __ _ _�; � � � �� ,- �x � 3x4 -= 7 . _._..- -- --.- ._._ _... .._- -.-.. --- --- - --- ------ _.__. ---- -_._- ____ _----- ---- ._. __ __ r _. ._-�- --- --�- --- - - i _.. '_._ _--- -- --- ` --� ---- --- --- ... LOADING(ps� I SPACING 2-0-0 CSI � DEFL in (loc) Ildefl L/d ! PLATES GRIP TCLL 25A � Plates Increase 1.15 TC 0.27 Vert(LL) -0.07 2-7 >922 240 MT20 185/148 TCDL 10A � Lumber Increase 1.15 i BC 0.50 Vert(TL) -0.16 2-7 >419 180 BCLL 0 0 ' Rep Stress Incr Yes i WB 0.00 � Horz(TL) -0.00 6 n/a n/a ' BCDL 8.0 � Code IRC2009/TP�2007 1 (Matrix) � 1 Weight:24 Ib FT=20% ------- _..---------_---- --- ___ __ L _ _- ---- _---______ _ - --- _ _ ----- -----____ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-1-8 except Qt=length)6=Mechanical,2=0-5-8,7=Mechanical. (ib)- Max Horz 2=160(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)6,2,4,5 except 3=-112(LC 5) Max Grav All reactions 250 Ib or less at joint(s)6,7,4,5 except 2=355(LC 1),3=399(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;BSmph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp B;enciosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical feft and right exposed;Lumber DOL=7.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Ioads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wi�l fit belween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)ot truss to bearing plate at joint(s)3,4,5. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,2,4,5 except (jt=1b)3=112. 7)Beveled plate or shim required to provide full bearing suAace with truss chord at joint(s)3,4,5. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. l.OAD CASE(S) Standard �� $�� T�� r3� �� .� �� ,�o November 30,2012 ti. i .� WARNING-Venry desipn parameten and read notee on this Truse Design Drawing and included DrJ Reference Sheet(rev.03-17')beiore use.Design � i valid for use with MiTek connactor plates only.This design is based only upon parameters shown,and is!or an individual building component.Applicability , � � of dasign parameten and propar incorporetion o/tha eompanent is responsibility ot building designer or owner of Ihe Wssas and instalter. Lateral rastreiM i I dasignalions shown on individual web and chord membere are kr compression buckling only,not forbui�ding etebility b�acing.Additional temporary restreinV I diagonal brecing to insure stabiliry dunng wnstruction in the responsiGtiry of the installer.Additional permanerrt building stabilily bracing of the ovarall sWCture I ; is the responsibi6ty of the buiMing designer or owner of tha trussas.For general guidance regarding design responsibilitiee,fabncation,qualiry control,sto2ge, i .�;- �� de6very,eredion,latarel restramt and diagonal bracing,consult ANSUTPI t,DS&89 and BCSI(Building Component Safely Infarmation)aveilable hom CONSULTIN�L�C I,.._ SBCA at ww�n.sbcindusiry.com !Job . ' iTruss --- - - TrussType _____— - -______ _--_-iQty �Ply (bherryMeadows1442-8— — _---- __----- �s,�,�� I 81211198 .. J07 Jack-Partel Truss _- ... 3 --1- 7-I � � 9 1-- �-_-_-&'Z __ �o-�� ID:9a�A2cgcSSy IJob Reference Soptional?- - -_ -- — ProBuild Arlin on,AAin ton,WA 98223 Ust 50 s Aug 25 207 t MiTek Industnes Inc.Thu Nov 29 1228:05 2012 Pa ge 1 oQ sSz2ryENwf}-iJW SkV81wtS�BSbt7 gcj2AARo3?Uqe0Y5YyEK50 � -t-6-0 _ �-___. .3'2'?---- -._�__ 60-0 .....__._- ---�--- 1311-it --- ----_. .-- 1-6-0� , 3-2_Z - ---� 2-414 ----��-}--�- 7-11-11 -I Scale=1:37.5 �, i �� ; � 6 ,�;, �° I ; — , ; % %'� ' S 00 i 12 5-'' -'" N � � / � � � I 4 %� Y - : ,� �' � ,� `� �- a.� � ;� � - h ; , � !� I 2 j,; '� I j �v, Y�_ __ _ ----- I �d� 1 i t � -- -- _._-_. .. _ - / ��. �.i 3x4"- 8 ._ ___- --- ---.- -- ---- --r.. .-.-. -..__- _.-- --._.. __. --.- ------ �--r.-.- _.._ -:-. ... - --- -- -_ __-- ----- - - - -- --_ _--... -- -'_� ---- --- -- --- LOADING(ps� I SPACING 2-0.0 r CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 25.0 � Plateslncrease 1.15 TC 0.27 Vert(LL) -0.07 2-8 >922 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 2-8 >419 180 BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) -0.00 7 n/a Na BCDL SA 1 Code IRC2009/TPI2007 (Matrix) Weight:27 Ib FT=20% _ -- __--_ _-- -- -- --- __ __----- __ _._ �_---- ___-- __..._ - ---- — _ ------- _. LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 x purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-1-8 except Qt=length)7=Mechanical,2=0-5-8,8=Mechanical. (Ib)- Max Ho22=183(LC 5) Max Uplift All uplift 100 Ib or less atjoint(s)7,2,4,5,6 except 3=-113(LC 5) Max Grav All reactions 250 Ib or less atjoint(s)7,8,4,5,6 except 2=355(LC 1),3=398(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-Aff forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.Il;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been desig�ed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5,6. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)7,2,4,5,6 except Qt=1b)3=113. 7)Beveled piate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,8. 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. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard ��p38QFi p�� WA��'�+� �� ; '�'�'d�At.�`fl November 30,2012 li � WARNING-Venfy deeign parameters arW read notes on this Truss Design Drewing and included DrJ Refarence Sheet(rev.03-11')beforo use.Design � i� valid for use with MiTak connector plates only.This dasign is based ony upon paramatars shown,and is for an individual building component.Appliwbility , ' o/design parematen and proper Inwrporation ot the component is responsibiliy ol building designer or owner of the trusses and installec �aterel restraint � i designatlons shown on indlvidual web and chord members are for compreesion buckling only,not forbuilding stabiliy bracing.Addflional temporary restraintl diagonal bradng to insuro stability during consfrudion is the responsibility of Iha inetaller.Additional pertnanenl building stabiliy bracing oi the overall sWCturo is ihe responsibility of the building designer or owner of the trusses.For general guidanee regarding design responsibilitias,fabncation,qualily control,storege, k•� � delivery,erection,lateral restraiM and diagonal bracing,consult ANSIITPI 1,DS&89 and BCS�(Building Component Safety Infortnation)available from CQNSV�nNQ LLC I �. . .. SBCAatwww.sbcindustry.com. � . _ � . ._ . . . ... .. _..._. _---- �- ---- -..__ _. _.. ._..__ .._ .... . .__.. _. _ ._. ._._ .i_. ._. ___.._. ___..__-... 81211198 _�Y IJ08 IJadc-PaAial Truss ...I Qry �Ply �Cherry Meadows 1442•B -- - ... ..._ ..-. ..... 16166159� jJob . Truss Truss Type . I3 � � (-_ _-__ __ � ___ .__ �__ i_._ ,JobReference�optionalj— - —_ _- --__ __ ' ProBuild Artington,A�IingMn,WA 98223,�st] 7 250 s Aug 25 2011 MiTek Industnes,Ine. Thu Nov 29 12�26:06 2072 Paga i gt_2 �bi�� i�_�ID:Sem?�QggcSSy9Tq§1�4z2ryENw(3_;7Q6jTIZem�l�vpr1966Z19uoaWgXWFd3115eyEK57 -�-s-o �-2-z s-aa � __ isii-i� I i - - I--_ _- +--- - _- _ - -- _-----.. ____ _.-- — t-s-o a-z-z z-sia �-it-�i Sca�e=��a2.z 8 �`�� I� � � �"!� ° � I e , -;� ��'/ i eoo!iz � ;,�-� ; s . �� s: � 4 i �, �� g `�, , �� i� I - % ' - /� I , � ,� z ;:,�� i�, �y ---� i .. - --�, i , �� i 3x4-- 9 - --- � -.--- —_-- -- --.. ._. ---__ ...,- -...-- -:. _:._- --. ._ --- - ---_ ..__ --- __ __. ..- � ----- -- � -- --- - .__ __..— __.. _ . LOADING(ps� � SPACING 2-0-0 I CSI ! DEFL in (loc) I/defl L/d I PLATES GRIP TCLL 25.0 ! Plates Increase 1.15 TC 0.27 I Vert(LL) -0.07 2-9 >922 240 MT20 185/148 TCDL 10.0 � Lumber Increase 1.15 BC 0.50 Vert(TL) -0.16 2-9 >419 180 BCLL 0.0 ' � Rep Stress Incr Yes WB 0.00 I Ho2(TL) -0.00 8 n/a Na BCD� 8.0 Code IRC2009/TPI2007 � (Matrix) 1 � Weight:29 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS Ail bearings 0-1-8 except Qt=length)B=Mechanical,2=0-5-8,9=Mechanical. (Ib)- Max Ho22=206(LC 5) Max Upiift All upiift 100 Ib or less atjoint(s)8,4,5,6,7 except 3=-113(LC 5) Max Grav All readions 250 Ib or less atjoint(s)8,9,4,5,6,7 except 2=355(LC 1),3=398(LC 1) FORCES (ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangie 3-6-0 tall by 2-0-0 wide will fit behveen the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanicai connection(by others)of truss to bearing plate at joint(s)3,4,5,6,7. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)8,4,5,6,7 except Qt=1b)3=113. 7)Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)3,4,5,8,7. 8)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE�S) Standard ��g�PN p�� ; „��.' ��`,y �'�C+ � � � � � '� �,� �` �. .�,�,� o�.��, �� November 30,2012 .� WARNING-Venfy dasgn paromefers arW read notea on this Trues Deaign D2wing and inWuded DrJ Reference Shaet(rev.03-1 T)beforo use.Design i . valid for use with MiTak connetlor plates only.This design is based only upon parameters shown,and is far an individual building camponant.Applicability , Iof design paramelers and proper incorporetloo o(tha camponent is rasponsibiliry of building designer or owner of the Wssea and installec Lateral restraint I! i designatione shown on individual web and chord members are for compreesian budcling only,not forbuilding stabiliy bracing.Additional temporary restrainV �� diagonal brecing to insura stebility during canstruction is lhe responsibiliry of the installx.AdCitional permanent building stabiliry brecing of the overall sWCturo � I: is the responsibiliry of the bui nmg designe�r or owner o9f the trusses.For ganaral gwdance regar(ing de9gn rePponsibilitie ryfabncation qualily wntrol,sto2ge, I . CONSUL�NQ LLC . i � delivary,erecUan,laterei restremt and dia onal bradn consult ANSI/TPI 1,DS&89 and 8CS1 Bwldin Com onent Safe Information available 6om � ._----SBCA at wawsbGndustry.. ._... .. ._-_ _ _.. .. .__ .... _ _..... .. . ......_ . _. -- -- -- ---_ ___-- — __ iJab �Truss - iTruss Type . �Qty--rPly Cherry Meadows taa2-B I� I 16186160 I'81211198 IJ09 Ladc-Partial Truss � ...1. . 7 � • - - -- -- _ __ 'Job Reference(ophonal) _. _. _ ProBuild AAinglon,AAington,WA 98223,List] 7 250 s Au 25 2011 MiTek Industne�,Inc. Thu Nov 29 7226:08 2012 Page 1� e-t-2 �.a�$ i�.� {�m?nA2q4c�§y9TnQ3�yqENwQ-�q28QjTIZemt�gr1966Z19uoaWgXWFd3115eyEK5? F -1-6-0_..� 32-2 , E0.0 17-10.15 . .- __ . - . _._-- --- --._.__ ___-___ _____- __..__ ..--- ._._-__--._-------1 1-60 }2-2 -..� 2-&14 11-10.15 5.00�12 � Sca�e=1:467 I 9 �J �� / ! / � � � � 3x4% � �%� 7 / ' �� 5 s�" � i � q ' 4 / � '�" � � ��A 7 �//��=i � 3 in � . i" — / ,.,-'�,..-' j i � � 9 � �� _- --_._. _. ..___ � � ;'=,�� _ -- ----il i 3x4 11 -- _..- -,___.. .---- --- -�.- � -- . _.. _.-- -.-.- - �--._. .__- -.--- --- _ _ - - r -- � _ _ T ___ - -_ --- -- _. __ LOADING(ps� SPACING 2-0-0 I CSI DEFL in (loc) Udefl Ud � PLATES GRIP TCLL 25.0 Plateslncrease 1.15 TC 0.27 Vert(LL) -0.07 2-11 >922 240 i MT20 185/t48 TCDL 10.0 � Lumber Increase 1.15 � BC 0.50 Vert(TL) -0.16 2-11 �419 180 BCLL 0.0 ' I Rep Stress Incr Yes � WB 0.00 Horz(TL) -0.00 10 n/a n/a BCDL 8.0 _ I Code IRC2009/TPI2007 j (Matrix) Weight:32 ib FT=20% _ _---- ___---___— ___ __— _ _ i_ _-- - _ - ---._._---__ __ . _ __--- - -—_ __ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy appiied or 6-0-0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS All bearings 0-1-8 except Qt=length)10=Mechanical,2=0-5-8,11=Mechanical. (Ib)- Max Ho22=229(LC 5) Max Uplift All uplift 100 Ib or less at joint(s)10,4,5,7,8,9 except 3=-114(LC 5) Max Grav All reactions 250 Ib or less at joint(s)10,11,4,5,7,8,9 except 2=355(LC 1),3=398(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-Ali forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.il;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wili fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3,4,5,7,8,9. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)10,4,5,7,8,9 except Qt=1b)3=114. 7)Beveled plate or shim required to provide full bearing surtace with truss chord at joint(s)3,4,5,7,8,9. 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)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard S�N � X� ��.� � �,� t7�``W �'�C'.� �'�4+ �`J, O,� _ � �� ``� �� November 30,2012 ,� WARNiNG-Vanfy design parameters arM read notes on Ihis Truss Design D2wing and inUUded DrJ Raference Sheet(rev.031 T)before use.Design �I I�� valid for use with MiTek conneqor plates onty.This design is based only upon paramelen shown,and is for an individual building component Applieabiliry , of design parameters and proper incoryoretion of the component is responsibiliry of building designer or owner of the trusses and instatler. Lalarel reslraiM dasignations shown on inCividual web and chortl members aro kr compression buckling only,nol forbuilding stabilily bracing.Additional temporary restrainV � I diagonal bradng to insure staNlity during coneWdioo is the reaponsibiliy of Iha installer.Additional pertnanerA builtling stabitiry bradng of the overell sWeture I is the responsibihty ot the buiWing dasigner or ownar of tha trussee.For general guidance regarding design responsibilitiee,fabrication,quality control,storage, ,?r' � �' delivery,eredion lateral restreint and diagonal brecing,consult ANSVTPI 1,DS&89 and BCSI(Building Component Safery Information)available hom w �I �ya� I, . .. SBCAatwww.sbundustry.com .__..... .__. ___ _. _ ..__ ._..._ _.._ . ___. ... .. _ I .._. YQI�SU�II/�QLLC � �Job -- Truss �Truss Type - ay 'Ply Tcherry Meadowe t44z-e � Istsbtst Bt211198 J10 �Jadc-Partal Truss 1 1 �,- -__ ___ �__—_ __-- ---1 --- _- .JobReference,(optionalj_. ___ __ -- -- --- -__ ' ProBuild Adington,Adinglon,WA 98223 �sQ �� 7 250 s Aug 25 2011 MiTek Industnes,Inc. Thu Nov 29 1226:08 2012 Paye 1 -t-6-0 &'2 3 2-2___ 6 ao'D:Sem?nAD��Sy9Tn�sSz2ry�E 5wC1-z706jTIZ9fifk�1�r1966Zt9upaWgXWFd3115eyEK57 f______ }. ------ ---� - __ f- __ --� 7-60 3-2-2 2-414 3-4-15 Scale=1:27.0 4 � '�-'� ` I i / r/ ,,, i ,i � 6.00�12 a �% � i � % ; � ;- � '"�� % , � � / �r � / ' °Q , , o i /" � � , i� li �,- ;,,.,- ' � I I - i - , - ,; �� z , � � i �, " - - _— -- - , � � 1- _�7 I ,- � -� _ __ __ _-- � % � i ,- ' �''� i..,- 3x4 =..- 5 - ..-- ---- ._._ -- ---- -- ---: -.-r-r.- --- -...__ .._. .----- ---- --- ---_ ._-- . . - - --- ._. .- -- .-.- __ . . _.-- --- -�, _. . _._ ..._ ---� --- ---- LOADING(ps� � SPACING 2-0-0 I CSI DEFL m (loc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 TC 0.27 I Vert(LL) 0.07 2-5 >922 240 MT20 185l148 TCDL 10.0 Lumber Increase 1.15 BC 0.50 ;, Vert(TL) -0.16 2-5 >419 180 BCLL 0.0 " i Rep Stress incr Yes WB 0.00 � Horz(TL) -0.00 4 n/a n/a BCDL 8.0 i Code IRC2009/TPI2007 (Matrix) � Weight:21 Ib FT=20% _ �_----- ---- - ___ __---- --- __ __. _ _ __ —-- -- __-- -----_ _ __. _ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing directly applied or&0-0 oc purlins. BOT CHORD 2 X 4 HF StudlStd BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTION3 Ail bearings Mechanical except(jt=length)2=0-5-8,3=0-1-8. (Ib)- Max Horz2=131(LC 5) Max Uplift All upiift 100 Ib or less at joint(s)4,2 except 3=-112(LC 5) Max Grav All reactions 250 Ib or less atjoint(s)4,5 except 2=356(LC 1),3=392(LC 1) PORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;BSmph;TCDL=6.Opsf;BCDL=4.Bpsf;h=25R;Cat.11;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate at joint(s)3. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib up�ift at joint(s)4,2 except QY-Ib) 3=112. 7)Beveled plate or shim required to provide fuil bearing surtace with truss chord at joint(s)3. 8)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. 9)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��$�H � � , �„�,"4`' p4 WA �� y "� �i98 �� ,�4 � November 30,2012 �� WARNING-Verily design pa2matere and road notes on Ihis Truss Design Drawing and inUudetl DW Reference S�eel(rav.03-i t')before use.Design I valid for use with MiTek canneaor plates onty.This design is based only upon parameten shovm,and ie for an individual building component.Applicability , �I ot deeign parameters and proper incorporation of the component is rasponsibiliy of building designer or owner ot the trussee and installer. Lateral rasVeirrt designaUOns shown on individual web and chord memben ero for compressian buckling only,not forbuilding stebility bracing.Adddional temporary restrainV ! diagonel brecing to ineure stabiliry dunng construction is the rasponsibiliry of the installer.Additional pertnanant building stabiliry bracing of the overall structure � I is Ihe responsi6ility ot the building designar oi ovmer ot the trvsses.For general guidance reqarding design responsibilitiee,fabriwtion,quality control,sto2ge, �:r.-�.fa� I , delivery,erection,lateral restraint and diagonal bracing,consult ANSUTPI 1,DS&89 and BCSI(Building ComponeM Sefey Infortnation)available hom I C�NSV�IIIiQ LLC � � SBCA at www.sbcindusVy.com. � � - -1 -- -- --- ;Job .-- - -- ITniss - rTruss Type ��ly �Pty �Cherty Meadows 1442-B i 16166162 I 8121 N98 IS01 IJack-0pen Truse 4 I 1 � _.__ I __ __ -- I _--- -_ �__ t-- �Jab Reference(ophon�a� _ - - -_ _; _ __ ��ProBuild Adington,AAin9ton.WA 98223,ListJ 7250 s Aug 25 2011 MiTek In ustnes,Ine.Thu Nov 29 1226�07 2012 Paqe 1 I D:Sem�nA2cgcSSy9TnQ sSz2ryENw0-SJa�1�;nB04??6281 I sdL65h63_z?GzV mlyVeARyEKS_ -t-fr0 &1-2 1-11-11 " I __ ... __.... _..__ _...._ -I----_____.__._--- ------ �- -------..__ .__...._ .._..-{ 1-Cr0 7-11-N Scale=1:10.0 3 4 , � �.�� I � ��I� /� `Y 6.00�12 � � ' i � � � , , . � , _ � �� , - � __ _ -- ! I � , � � � � � !� � , -- - -�� --- --� � � '� � 5 ; , ��I , , , ; ;- ,_ , � ��'`��! � ; � , � �� - -� —' 3x4 VA- - 8-1-2 B-t-2 &10-7 I _ _ _ -__ .__ _.___ ____ __. _... ._.. .____ ___ _._. Plate 9ffsets(X,YI:__[2:Edge,0-3-0] _- -- --- -- -- -- - --- -- - , ___ -- -- : - - --- - --- --_ --i --- ---- --- --- ----- - -- _.. _ __ � �---- LOADING(ps� SPACING 2-0-0 I CSI I DEFL in (loc) I/defl Vd � PLATES GRIP TCLL 25.0 Plates lncrease 1.15 TC 0.11 � VeR(LL) -0.00 2-5 >999 240 ! MT20 185/148 TCDL 10.0 Lumber I�crease 1.15 BC 0.05 ; Vert(TL) -0.00 2-5 >999 180 BCLL 0.0 ' i Rep Stress Incr Yes , WB 0 00 Horz(TL) -0.00 3 Na Na BCDL 8A � Code IRC2009/TPI2007 j (Matrix) I Weight:7 Ib FT-20% _ ------- -- _�__-_-- --_ __ ---- ------ ---------- ---- ----- -- ---L--- --- __ __-_ _ _. LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Strudural wood sheathing directly applied or t-11-11 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 2=232I0-3-8 (min.0-1-8),5=16/Mechanical,3=24/Mechanical Max Horz2=47(LC 5) Max UpIifCL=-60(lC 5),3=-8(LC 6) Max Grav2=232(LC 1),5=35(LC 2),3=24(LC 1) FORCES (Ib)-Max.Comp.lMax.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wnd:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in ail areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2,3. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �x�°��PN p�� C'�tA ��C. ,ti: G'�, "f� O� �� . �'��.�° � � November 30,2012 ,.� WARNING-Veny design parametars and read notes on this Truse Deaign Drawing and inGuded DrJ Reference Sheat(rev.03-1 t')bePore use.Design I � valid fo�use with MiTek connector platee only.This desiqn is based only upon paramelers shown,and is for an individual building componant Applicability , I of dasiqn paramele�s and proper incorporation ot the component is responsibility of buildiag designer or owner of the Irussas and installer. Laterel resUaint I '� designations ehown on individual web and chord members aro for compression buckling only,not forbuiiding stabiliry bracing.Addttional temporery resuainU � � I� dia onal bracin to insure stabili dunn construction is t a ras ansi'li of the i s II iY g g ty g h p a ty n la m.Add ional permaneM building stabiliry bracing of the overell structure I I�I is the responsibiliry of the building designer or owner of the trasses.For ganeral guidance regarding dasign responsibilitiee,fabncation,quality control,storage, ��;>�� ' �� delivery,eredion,late�al restraint and diagonal brecing,consult ANSI/TPI 1,DS&89 and BCSI(Building Component Sa�ety Information)available from CONSULTIN�LLC I� � SBCA at w.v.v.sbdndustry.com I i ._. - _ __-_ YP -- --__ --- __.-- ----- _---- — - -__ � ' 'Job . . ..- -- ---- 'Truss --�---..._..TrussT e Qry IPty cherryMeadowsiaa2-e Is7s6is3�� 87211198 IIS02 IJack-0pan Truss I4 � 1� -- i, __i___ ,Job Reference_(optional)._ ___ ___ __---1- -- 1 _ _ _ _ ---�__ -. _- -------- ' ProBuild Arlington,Arlington,WA 98223,List] 8 1-2 7 250 s Aug 25 2011 MiTek Industnes,Inc. Thu Nov 29 1226.07 2012 Pege 1 ID:Sem?nA2cgcSSy9TnQsSz2ryENw(]-SJaUwp 4??62811sdL65h5a_z7GzVmIyVeARyEK5_ �s-o &1-2 z-ao �-ii-i� ��-g �__ _-�-s-o __---+- ----- Zao --- ---- �--_ __�-i�-��____ ___--� Scale=1:14.8 3 1j � ,.��I i I � ��!J 'o i � iv I ', � j%� j 5.00�12 %"�� I � ��_� � ri _ � .:�� i�n � � '� - ir� ,� �" � 2/��-�� /�/' _.._/.. � _._-- ,lli � � � ,-'� �' � ��.,� I � � � % , � _ - _ ____ � I - i . ' � � , , � ✓��1 �-�� 3x4 \, 4 _. . ___ .._. _. Plate Offsets�X,Y�__[2.Edge.0-3-0� _ _- -_ -- --- - . ,_ _ _ -,, - - ___ T ____ __- -- - -- --- . __ _ — -- - - ---- - LOADING(ps� SPACING 2-0-0 CSi DEFL in (loc) I/defl L/d � PLATES GRIP TCLL 25.0 Plates Increase 1.15 � TC 0.14 � VeR(LL) -0.00 2-4 >999 240 MT20 185/148 TCDL 10.0 Lumber Increase 1.15 BC 0 OS Vert(TL) 0 00 2-4 >999 180 � BCLL 0.0 ' Rep Stress Incr Yes WB 0.00 Horz(TL) 0.00 3 n!a n/a � BCDL 8.0 Code IRC2009/TPI2007 (Matrix) � �_ Weight:9 Ib FT=20% LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORO Structural wood sheathing direcUy applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 3=t15/Mechanical,2=280/0-3-8 (min.0-1-8),4=16IMechanical Max Horz2=69(LC 5) Max Uplift3=-30(LC 5),2=-61(LC 5) Max Grav3=115(LC 1),2=280(LC 1),4=35(LC 2) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.Spsf;h=25ft;Cat.II;Exp 8;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide wiil fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)3,2. 6)This truss is designed in accordance with the 2009 Intemational Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ��s�N a�, � �� ar C'A � � t�� y�� vt►�.�` November 30,2012 ,� WARNING-Verify dasign parametere and read notes on this Truss Design Drawing and included DW Reference Sheet(rev.03-11')beforo usa.Deeign j I, i valid/or use with MITek connector platas onty.Thie design is based onty upon paremeten shown,and is for an individual building component.Applicabiliry ! � i � of design parametan anC proper inwryoretion ot the component is responsibiliry of building dasigner or owner ot the Wsses and installer. Lateral restraiM i designations shown on individual web and choM memben aro for compreesian buckling only,not forbuilding stabiliry bracing.Additional temporary restrainU ! diagonal bracing lo insure stability during construclion is the rasponsibilily of Ihe installer.Additional pertnanenf building stability brecing ol the overell sWCture I is the responsibility o�the building designer or owner of the trUSSes.For general guidance regarding design reeponsibilities,fabncation,quality wntrol,sto2ge, j i � i � delivery,erecUOn,lateral restraiM and diagonal bradng,consult ANSIITPI 1,DS&89 and BCSI(Bwlding Componeot Safery Infortnation)available irom i CONSULTINO LLC I I SBCA at www.sbcindustry.com - - - -. . . _ __ . ..... _ .. .. . .... _. . �. .. . . ._. . . . _ i Job ,. iTruss - Truss Type �ary �Ply i cherry Meadows taa2-e 87211198 ' S03 Jack-0pen Truss � I � I 16168164 �• 1 � � (Jg��eference{optional�_ _, __ --- __ -__ _ _ __ ___ -- -- _ - - - -_ - ProBuiW Adington,Adington,WA 98223,List] 7250 e Aug 25 2011 MiTek Industnes,Inc Thu Nov 29 1228:08 2012 Page 1 a�2 ID:Sem?nA2cgcSS��r�QsSz2ryENwQ-wV7s89np9N7sjCjEsaBaflEIzNIF?QIwWcEChtyEK4z t-tt-71 F—-----.__---..__. ..1-11-11.._._---�-------- -..__..-�-� �-� Scale=1:9.5 2 3 � 5.00�12 � �� kli �'I,��1 � � - / `r' 1� , � �I -- � ; , , , , ; � � � � %� -;" .� � �� / ; _ _ �, � $� -— -- - - . � �, �' � � I ; ; I � ` V�� i° , � � , , � � __ ---- _ __ _- --- _ , � , , ; I % �,� ,�\ ____ � "� ' � � , � . ,.� ��; �,-z 3x4&�•2 8-10.7 _._ -._ ___ _._. .._ _.__ _..-- -- --- ---- .__ __- _.._.I_ ----- --_.__.__. _._-__ .____ _.._.- ---_.. Plate Offsets(X Y�;_[1�Edqe 0-3-0� -- -- -- -- -- - -----_ _ -- ----- __ ---- - - __-___ -- _ _____ . -_ ___ _ _ _ _ _- — - --- __- -_-- , __ _------- --_ _ . r __-_ r. .-__-. LOADING(ps� SPACING 2-0-0 CSI DEFL in (loc) I/defl Lld PLATES GRIP TCLL 25.0 , Plates increase 1.15 TC 0.04 Vert(LL) -0.00 1 >999 240 MT20 185/148 TCDL 10.0 i Lumber increase 1.15 BC 0.05 � Vert(TL) -0.00 1-4 >999 180 BCLL 0.0 " Rep Stress Incr Yes ' WB 0 00 Ho2(TL) -0.00 2 n/a n/a BCDL 8.0 Code IRC2009/TPI2007 I (Matrix) Weight:5 Ib FT=20% _ --- _------_. __ ---- ___ LUMBER BRACING TOP CHORD 2 X 4 HF No.2 TOP CHORD Structural wood sheathing direcUy applied or 1-11-11 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=80/0-58 (min.0-1-8),4=16/Mechanical,2=67/Mechanical Max Horz1=24(LC 5) Max Uplift2=-22(LC 5) Max Grav1=80(LC 1),4=35(LC 2),2=67(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s)2. 6)This truss is designed in accordance with the 2009 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S� Standard � 3�s�x a �,��' ��w,�. ��'�� ► �� November 30,2012 ,� WARNING-Venfy desgn paramatars and read notae on this Truse Design Orawing and included DrJ Referonce Sheet(rov.03-1 T)before uee.Dasign '�� valid for use with MiTek conneaor platee only.This design is baaed only upon paremeters shown,and is for an individual building componenl.Applicability I , I � of design parameten and proper incorporation ot Ihe component is raspwisibiliy of building designer or owner of the trusses and installec Lateral restreint � I � designations shown on individual web and chord members aro for compressioa buckling only,not forbuilding stabilily bratlng.Additional temporary restrainV I diagonal bracing to insura stabiliry during constmdion is Me respon�iGliry of tha installx.Additional pertnanent buildin9 stability bracing of the overall structure , I is the respo�sibiliry of the building designer or ownar of the Irusses.For general guidance regarding design responsibilities,tabncation,quality wntrol,sto2ge, I .'��' I delivery,erecfion,lataral restraint and diagonal brecing,consult ANSI/7Pi 7,OS&89 and BCSI(Bwiding Component Safery Information)available from CONSULT/N�(LC I � . SBCA at w.va.sbcindustry.com _ _ . .. . ..__._-- -___ ....._. .. __._ . . . .... . ._._ .._._. .._.. . _..-- _.__-- -...... . ._---- _. _.. _-___ _.._ _. i j Jab . _a ____ iTruss Truss Type -rQH- Y m _------.. -__ -- 'PI Che Meadows1442 8 i 16168165 �I BProO ild Adin on,Adington WA 95� Jad-0pen Truss 1 � ' I, I Job Reference(o�onaZ_ __ _ i - -- - �_ __ � _- _ _ _ -- _ _ gt ffi23,Listj &1-2 7 250 s Aug 25 2011 M�Tek Industries,Inc Thu Nov 29 12:26:08 2012 Page 1 Z ID:Sem?nA2cgcSSy9TnosSz2ry��Q-wV7s89np9N7sjCjEsaBafIEFSNIF?QIwWcEChtyEK4z - � 2"0"0-- _ _ . I _--- 3i�-�i ---_ I _ -- ----- - -- - � y_p_p �-�t•tt Scale=1:t a.2 2 � � �, � ; :- k�i; � Iv , __ , � a.00!iz� , � �� ° ,- �-' i . , � ' I � � � , � � ,. , �, ,- ,�- � � I� ; � I � % � ' I � -'�� %� �l ' � __ __ _ , , �` ' i �°' � .�� i �_\X_=' --- -- J � K, � �� '�� 3x4 V� 3 _--- ___ ._. ._ - _ . _ _ _ - - Plate Offsets(X,Yj;_G1 Ed�e,0-3-0� --- _- - _ __ _ _.. --_-_ -- --- - -- __ - _ :: - r _ - - I LOADING(ps� SPACING 2-0-0 I CSI � DEFL in (loc) I/defl Lld � PLATES GRIP TCLL 25 0 Plates Increase 1.15 I TC 0.20 Vert(LL) -0.00 1 >999 240 MT20 185/148 TCDL 10.0 � Lumber Increase 1.15 BC OAS I Vert(TL) 0.00 1-3 >999 180 � BCLL OA ' � Rep Stress Incr Yes WB 0.00 � Horz(TL) -0.00 2 n/a n/a o BCDL 8.0 Code IRC2009/TP12007 (Matnx) � � Weight:7 ib FT-20/o _____! ____ _ __ �_---- - __. _ _- --- - __- ---._. ---- ----- LUMBER BRACING TOP CHORD 2 X 4 HF No2 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2 X 4 HF Stud/Std BOT CHORD Rigid ceiling diredty applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=151/0-5-8 (min.0-1-8),2=135/Mechanical,3=16IMechanical Max Horz1=46(LC 5) Max Upliftl=-11(LC 5),2=-40(LC 5) Max Grav1=151(LC t),2=135(LC 1),3=35(LC 2) FORCES ��b)-Max.Comp.IMax.Ten.-All forces 250(Ib)or less except when shown. NOTES 1)Wind:ASCE 7-05;85mph;TCDL=6.Opsf;BCDL=4.8psf;h=25ft;Cat.II;Exp B;enclosed;MWFRS(low-rise)gable end zone;cantilever left and right exposed;end vertical left and right exposed;Lumber DOL=1.33 plate grip DOL=1.33 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-fr0 tall by 2-0-0 wide will fit beriveen the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connedions. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 Ib upliR atjoint(s)1,2. 6)This truss is designed in accordance with the 2009 International Residential Code secNons R502.11.1 and R802.10.2 and referenced standard ANSIlTPI 1. 7)"Semi-rigid pitchbreaks with fixed heels"Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard �� q�' WA.S� 1'�C+� � � � � � � � �'�� '$�r�.�'° . November 30,2012 � WARNING-Venty design parameters and read notes on this Trvss Design Drawing and included DrJ Reterence SheM(rev.03-11')before use.Design � valid tor usa with MiTek connedor plates only.This design is based only upon paremetan shown,and is for an individual building compoaent.Applicability , I of design parameiere and proper incorporation of the component is responsibiliry of building dasigner or owner of the trusses and installer. Lateral rasiraiM � i designations shown on individual web and chord members are for wmpression budling only,not forbuilding stabitiy bradng.Additional temporery resUainU I II diagonal bracing to insure stability dunng wnstruction is the responsibility of the instalter.Additional permanent building stabiliry bradng oi the overall structure � I is Ihe responsibility ol lhe building designer ar ovmer of the Uussae.For general guidance regarding design responsibilitias,fabrication,quality wntrol,storege, I -' I delivery,erection,lateral restreinl and diagonal brecing,coneult ANSI/TPI 1,DS&89 and BCSI(Building Component Safery Infortnation)available from i ', conrsucnnroL« i . . .SBCAatwww.sbcindustry.com. .. . _ .. _.. ... ......... ..__. .... .. . _ . _. ...__. .. .. ..._... _. ----- , __-- -___ ------ _-- ---_ __ -- _------ � i r � I W p D Q m D r ,n �p � �.,,d c�n w v�i � � rn � � � $. '� -�i '"+�� ,��,o �`Z Z D x y p � r �t I � p � � � m � � I I -r � �!' I�i Z � rn � �'' � w a N � o A = � ,�3G�c D�Q �fl:c _� o . � � '� � p {� NflQ.Q:�N� 0' D j � I � � � ''I I -N � � � -- pQ�Z�00 �3 C M � Z i I O(fl O� N O Q C fl C O: Crni>''�N O��.� _`�Q -I S O C.S � � Q (p S N � O � i o.: Q D o o n D ,, !j A�p p j � ��.� Q �N�m Q'O� �� r tD �, Q.CD � 0 7 9.�^ � (D A fl"-O (D � 7 v �'�, IcD � O cD N O O Z y rn r�� ,�,-�,' � < '� � x '� �. �1� � Q.n(Q 7 N(D m v �� n 7 � � cD c �, `�' CD I m o ao ° m� � — �"'��QC�N °' co . � � o � Q3 0 on� �� .Q O ;�-�� Q"O C�Dn� � TD�� (D� -� 3nQ � � � �'O N a � cp �� N.p m i��° �of� mo'� g �,,-n„� �o �,< O Qacm m -° ��• -� �� .� Q.`° Z � ; o z � N o�q " o .o iQ-Wm ° ° Qfl Q �. o' �A y °.A�.o �Qao 3 %o'� 3 0. �-°��•Q?, -D_, ; � °:n f � co co - � � � ° � cu� :cu°. p i �� '�� (�� O N rnAD ��'�0 O�� O (�D N O 3N j.QC Z I �� p C�0 O � Q �' r=�v' � N O�� O � � � �� Q � x � �Q.3 ° 3 �o;�2m om �.� �o � � °,Q o �. � o � � � � ��o �� Q Z��„ �.� �Q �� x I o� ° � � `° � ° �s° ° 2 � � � � �, o' o �, . 4_ ._---_ � __ _-__ , _ _ _ __ __ __ __ _ _ � _ ____ _------ - ___ ___ � � c��+z v� n � �. - c s s�O TOP CHORD I O �AOA n O 30 �O- O7 ci-a � ' _' m�o m c� J � II � O ��W A � yN �OD �' O A A. � � �D =m � n � � ' C ^' Nm"�' O � �0 �� r.> � A I � � ,o'�� ar� d� O oo � I � ;�; c ° �- ?o�ia w rn !^� H� ao � n"� �: n ��, N n " yD o n �� I � �� , � A D< V � W2-7 O N .. rn o.m � �� I� � V.� � m �2 � � O. ,,,��.• � W (.n 0 0 =c � � � . M\ �,, i� ,o D ra < ^+ �3 C� W �' cp � i ��r (O � w D � D m 2 <n p�. �� r H T H A O Q � i � `o `o m �r^ A � ~ n W O � m� � c'� `L� n �.� ��/ , � I D D '< `r- �' q- � 3 ."m+a , N o° Z O� � j � II � O ?A � � � �G�� I� '- D� � � �� p_o� � � �C� o. � r W ! O fTl O �� rn� W � '^ �, � H C) (D X� 7 7 � i� -�7C � N I, C� � �` �y � 9Q � � . _� _• ..'_.Q m N , �� Cn C4-5 p., ' I �j� TOP CHORD �i m i _ -------- __ _ __ _ __- - _ __ - -- --- --- ----- - —_— ___ __ __ ___ _ �� N N N N N N N j N ��-� � j (O OD V �Vl A W N � � �� '' W �1 O> (T A (J IV O (D m�I�U� A W N O �� ' X;G�-�d^�rn< <�2�`S.c �02��. 'n��o� - �nnni�Oa m'��'�Cr�n o�� o�oN c'3 vv nni�>>Z03��oa��0�3 �2�a � � � � a�2 m o��1o3m g '^m nfDig�p ol�^ m� vi� 8i`�i� m� Y'o... �w �na� 3c °.3 `u°�.g o� � <� `�n i ��Q N .�y.. �� N^ =��^�ul�'^� °,Z m �'a�'�a`�,�d' o m o��3� � . _.m 3°'cq c/i(E id 3 'n n m �3��' oo� mfRm°' � � °� ° m S �'m'�z n m_ �' �.H�c� `Pi ?b��'� g<$�Y. lR��aom � �n � 'Qn° � � I I o na°� my ��-',n��'��S'�3� (n�-•�-� �o� o3��n�� "° ��m�vi viox o'OU�v� d3 �� (np'Z � I � m �m � Q o��ag8�,,,�,� �� " ,�0"�o�8d� �a��.= ��B� �S°"=�qa= � �c'sHad�� $�� y�ds. ��,� '" (Q .� ,y+� I oc� °D�o�aim�'QO�Sn°'�' ��mm��3�y��y�o�°g'aO'�7n' Nyai � �5'i ��y. w� �°'go �o.3c c � � (d '� i �' m��Z��v�m 3� ��gc� yn� 6� �Vj$n�g `n �in.?�o,-�, Li��$��,� � cg ��3� � ��'��'�n' y8 �� O � �� 'I c�� °��7.°c� �' �w ��n�o� �-d� iX. m c° r�c ��`�°c'°,-�"n ��. � o .°'=�'"Q�n N`�m"�° �5'H.3 . � O '. a?�i -� m3�"�n$<° ��$� =°o> °m do a�`8 a °�e �c'nm 3� m�`'�D' 8 � � a'�°l�-'�g� �yo?"'tD'� Sm °�`�' `° � i Y'n 'vg � nr��y N � ° � � ' N,D�cnDa�$� �`�c�3N 0� nlCm �o d� mc dnc ��y�3 ,'..�i� ��3�� n �mp ��p' 8 nm �n QZ `$°. a�D`a�p 3' � � .j� i� �I �O �N (3D ��.-T.N ta a YJ �H j� �� 3{{{��O N �� N tn �� N'��Q p� O f' n N N' N'lD N��N tC. lG C.p- N O /� ...� I ! n Nn��.��p�j QN 6 y N.2�� [D ��`G�� a�� n ��p d�"' � $ � O n� J C.�N N �� y (D Q N � / � �'�i ?.N=��n�T R� j�NN n n� ��Q �� p�a ��O��p�� C~ n ��S = ry ��p�j n N� � �� O � I� � yr� � � � �O y� 41 f j � N lD � O d� �ry fD 6^Q O y d`�`�`�� O � � �� > ��: ��3 �ER��c. 3��a� �g��$�� `�`$v� �mfd� �o � � ? `�- �° �.3 `� �� -°. � 3� � �� g o� �i'm � z �� ` � �� a' 3 °' n � � T n �""� � , �� a 3 Q n�'8 0��g ��°c S�,°�a y � °� D m b;m �.`D °y °� � u'. � tD � � m `�, � �o ¢i � Q �*.ai I � �d� 3�^� ��' n m�m �`(n' �3 v'�� n$� � �m�t_Zn a m o��i� o' � d a w 3'� 3 3 �c5� � ��. `$ N "".*4� I. ' a>> u' 2 m-m m'� °� `�. m�m � � �. � 'a c � m m °-� � �I m �� N�3 o�`g� °�,�� aa„�,' `�� °�- 3 �'�� ' s. a � � �pN � N m � � � � � ° o (� A� �I '' ��.v 3 n�"m �a � E�n `°.�g� 3 tn,`�. � o.�c � a m �' -� X `8' v �.m � � m �� x � �� I ti�o8i ��fiinn`� �� 8`� B� Q3 mg4� � ��p °o � � � � � v � � � a� a � g � �� I' �v � 3 � ��' �' N� . iX� u' N m�'�' � �t � O = � �. g f3 6. � Of C � �`�. '� � � `3�' °li�oc�� m��y�� 0 3 � �y� �° o �� m' �� :n � g c y �co » n � � �� m3 `a `DO�c� �n��mg m^� g� n �9,' m �' � � 0 3 � �� n� `� c o3 m `< � »m -- 3 8 3 m "' . ,Q� �d m A � `� °p a a � � . °2i E `� c� �,� I _ �'a��.,� ��=p g'�y, °'E �c�' o�g� m > > o�3' `�. o � s. � °� " 3 8 = -�q � � .� ,„� ', ; �3. �a a u� �O�'��N='m `c a�. n Q cmi 5�°N �g c� m. � m �° � r�n S, a � d .� m°' � :t �'�'. �3 < � 'v o�`�m �`$.g 5 ra a d� j. � y � Cy� �. .a. � 3.d a 9�� '� �I m c g�� `��3 0 �y? m z fD� N �c° '`�-�� m `cQ.� `° � A' o � `�' � � � � � � o� a � I m� m�f° `� 3 y�N S, v tD � c� 3 � s2 � d � B. �i m � '� ° � �° '`�' `� � j